POCKET  COMPANION 


FOR 


ENGINEERS,  ARCHITECTS  AND  "BUILDERS 


CONTAINING 


USEFUL  INFORMATION  AND  TABLES 


APPERTAINING  TO  THE  USE  OF 


STEEL 


MANUFACTURED  BY 

CARNEGIE  STEEL  COMPANY 

PITTSBURGH,  PA.  I 


United  *s 

PaciF 


ilA  N 


r\ 
C, 


Copyright  1913  by 

CARNEGIE  STEEL  COMPANY 

Pittsburgh,  Pa. 


16th  Edition,  August  1st,   1913 


THIS,   the  Sixteenth  Edition  of  the  Carnegie  Pocket  Companion, 
has    been  rewritten  and  reset  throughout. 

Since  1903,  the  date  of  the  last  edition,  there  have  been  many 
changes  in  the  art  of  bridge  and  building  construction  with  the 
extension  of  the  use  of  steel  into  other  lines  than  those  covered  by 
that  edition.  The  endeavor  in  the  present  publication  has  been  to 
eliminate  obsolete  forms  of  construction,  to  revise  the  forms  retained 
from  the  last  edition  so  as  to  make  them  conformable  to  present 
standard  practice  and  to  incorporate  with  the  matter  so  retained 
such  information  on  the  newer  lines  of  manufacture  as  would  be  of 
interest  to  engineers,  architects  and  builders. 

From  the  large  number  of  rolled  shapes  which  we  manufacture, 
we  have  selected  for  illustration  in  the  profiles  and  tables  such  as 
are  deemed  most  suitable  for  use  in  bridge,  building,  car  and 
ship  construction.  A  complete  list  of  all  the  sections  rolled  on 
the  Structural,  Plate,  Bar  and  Rail  Mills  of  the  Carnegie  Steel 

Company,  together  with  tables  of  weights  and  other  data  in  regard 

i 

to  those  products,  is  given  in  our    Shape    Book,  with   its   supple- 
ments. 


287641 


CARNEGIE    STEEL    COMPANY 


AMERICAN  SOCIETY  FOR  TESTING  MATERIALS 

PHILADELPHIA,  PA.,  U.  S.  A. 

AFFILIATED     WITH     THE 

INTERNATIONAL  ASSOCIATION  FOR  TESTING  MATERIALS 
STANDARD  SPECIFICATIONS 

FOR 

STRUCTURAL  STEEL  FOR  BRIDGES 

ADOPTED  AUGUST  16,   1909 

I.     MANUFACTURE 

1.  Process.     The  steel  shall  be  made  by  the  open-hearth  process. 

II.     CHEMICAL  PROPERTIES  AND  TESTS 

2.  Chemical  Composition.     The  steel  shall  conform  to  the  following 
requirements  as  to  chemical  composition: 

CHEMICAL  COMPOSITION 


Elements  Considered 

Structural 
Steel 

Eivet 

Steel 

Steel 
Castings 

Phosphorus,  max.,  per  cent-{  Basic 
Sulphur,  max.,  per  cent  

O.OG 
0.04 
0.05 

0.04 
0.04 
0.04 

0.08 
0.05 
0.05 

3.  Ladle  Analyses.     An   analysis  shall  be   made  by  the   manu- 
facturer from  a  test  ingot  taken  during  the  pouring  of  each  melt,  to 
determine  the  percentages  of  carbon,  manganese,  phosphorus  and 
sulphur.     A  copy  of  this  analysis  shall  be  given  to  the  purchaser 
or  his  representative. 

4.  Check  Analyses.     A  check  analysis  shall  be  made  from  finished 
material  representing  each  melt,  if  called  for  by  the  purchaser,  in 
which  case  an  excess  of  25  per  cent,  above  the  requirements  specified 
in  Section  .2  shall  be  allowed. 


STANDARD    SPECIFICATIONS 


III.     PHYSICAL  PROPERTIES  AND  TESTS 
5.     Tension  Tests.     The    steel    shall    conform    to    the   following 
requirements  as  to  tensile  properties: 

TENSILE  PROPERTIES 


Properties  Considered 

Structural 
Steel 

Rivet 
Steel 

Steel 
Castings 

Tensile  strength.lbs.  persq.in. 

Elongation  in  8  inches,  min., 
per  cent  

Desired  60.0001 
1,500,000* 

Desired  50.0001 
1,500,000^ 

65,000  min. 

Elongation  in  2  inches,  min., 
per  cent  

Tens.  str. 
22 

Tens.  str. 

18 

1See  Section  7.          2See  Section  8. 

6.  Yield  Point.     The  yield  point,  as  determined  by  the  drop  of 
the  beam  of  the  testing  machine,  shall  be  recorded  in  the  test 
reports. 

7.  Permissible  Variations  in  Tensile  Strength.      The   tensile   strength   of 

structural  and  rivet  steel  may  vary  4,000  pounds  per  square  inch 
from  that  specified  in  Section  5. 

8.  Modifications  in  Elongation,     (a)     For  material  over  %  inch  in 
thickness,  a  deduction  of  1  from  the  percentage  of  elongation  in 
8  inches  specified  in  Section  5  for  structural  steel  shall  be  made  for 
each  increase  of  Y%  inch  in  thickness  above  %  inch. 

(6)  For  material  under  %e  inch  in  thickness,  a  deduction  of  2.5 
from  the  percentage  of  elongation  in  8  inches  specified  in  Section  5 
for  structural  steel  shall  be  made  for  each  decrease  of  M.6  inch  in 
thickness  below  %_&  inch. 

9.  Character  of  Fracture.     All  broken  tension  test  specimens  of 
structural  and  rivet  steel  shall  show  a  silky  fracture;  and  of  steel 
castings,  a  silky  or  fine  granular  fracture. 

10.  Bend  Tests,  (a)  The  test  specimen  for  structural  steel  shall 
bend  cold  through  180  degrees  without  fracture  on  the  outside  of 
the  bent  portion,  as  follows:  For  material  under  1  inch  in  thickness, 
flat  on  itself;  and  for  material  1  inch  or  over  in  thickness,  around 
a  pin  the  diameter  of  which  is  equal  to  twice  the  thickness  of  the 
specimen. 

(6)  A  rivet  rod  shall  bend  cold  through  180  degrees  flat  on 
itself  without  fracture  on  the  outside  of  the  bent  portion.  When 
nicked  and  bent  around  a  pin  the  diameter  of  which  is  equal  to  that 
of  the  rivet  rod,  it  shall  break  gradually  with  a  fine,  silky,  uniform 
fracture. 


CARNEGIE    STEEL    COMPANY 


(c)  The  test  specimen  for  steel  castings  shall  bend  cold  through 
90  degrees  around  a  pin  the  diameter  of  which  is  equal  to  3  times 
the  thickness  of  the  specimen,  without  fracture  on  the  outside  of 
the  bent  portion. 

(d)  Bend  tests  may  be  made  by  pressure  or  by  blows. 

11.  Tests  of  Angles.     Angles  ^  inch   or   under  in  thickness  shall 
open  flat,  and  angles  %  inch  or  under  in  thickness  shall  bend  shut, 
cold,  under  blows  of  a  hammer  without  fracture.     This  test  shall 
be  made  only  when  required  by  the  inspector. 

12.  Test  Specimens,     (a)     Tension   and   bend  test    specimens  for 
plates,  shapes,  and  bars  shall  be  taken  from  the  finished  product, 
and  shall  be  of  the  full  thickness  of  material  as  rolled. 

Tension  test   specimens   may   be   of   the   form   and   dimensions 
shown  in  Figure  1;  or  with  both  edges  parallel;  or  they  may  be 


-  About  3'- 


—  About  18"- 
FlG.    1 

turned  to  a  diameter  of  %  inch  for  a  length  of  at  least  9  inches,  with 
enlarged  ends. 

Bend  test  specimens  for  eye  bars  shall  be  of  the  full-size  section 
as  rolled.  The  sheared  edges  of  bend  test  specimens  shall  be  milled 
or  planed. 

(&)     Rivet  rods  shall  be  tested  as  rolled. 

(c)  Tension  and  bend  test  specimens  for  pins  and  rollers  shall 
be  taken  from  the  finished  rolled  or  forged  bar.     The  axis  of  the 
specimen  shall  be  1  inch  from  the  surface  of  the  bar,  and  shall  be 
parallel  to  the  axis  of  the  bar. 

Tension  test  specimens  shall  be  of  the  form  and  dimensions 
shown  in  Figure  2. 

Bend  test  specimens  shall  be  1  by  Yz  inch  in  section. 

(d)  Tension  and  bend  test  specimens  for  steel  castings  shall  be 
taken  cold  from  test  bars  attached  to  the  castings,  or  from  the 
sink-heads  if  they  are  of  sufficient  size.     All  test  bars  or  sink  heads 
so  used  shall  be  annealed  with  the  castings. 


STANDARD    SPECIFICATIONS 


Tension  test  specimens  shall  be  of  the  form  and  dimensions 
shown  in  Figure  2. 

Bend  test  specimens  shall  be  1  by  ^  inch  in  section. 

4%'_'_ ^ 


2-"_ 

FIG.  2. 

13.  Annealed  Specimens,     (a)     Material  which  is  to  be  used  with- 
out annealing  or  further  treatment  shall  be  tested  as  rolled  or 
forged. 

(6)  Tension  test  specimens  for  material  which  is  to  be  annealed 
or  otherwise  treated  before  use,  shall  be  cut  from  properly  annealed 
or  similarly  treated  short  lengths  of  the  full  section  of  the  piece. 

14.  Number  of  Tests,     (a)     At   least   one   tension   and   one   bend 
test  for  structural  and  rivet  steel  shall  be  made  from  each  melt. 
If  material  from  one  melt  differs  %  inch  or  more  in  thickness,  tests 
shall  be  made  from  both  the  thickest  and  the  thinnest  material 
rolled. 

(6)  The  number  of  tension  and  bend  tests  for  steel  castings 
will  depend  on  the  character  and  importance  of  the  castings. 

15.  Retests.  If  the  tensile  strength -of  structural  and  rivet  steel 
varies  more  than  4,000  pounds  per  square  inch  from  that  specified 
in  Section  5,  a  retest  on  the  same  gage  may  be  made,  at  the  option 
of  the  inspector,  and  this  shall  not  vary  more  than  5,000  pounds 
per  square  inch  from  that  specified. 

IV.     PERMISSIBLE  VARIATIONS  IN  WEIGHT  AND  GAGE 

16.  Permissible  Variations.     The    cross-section    or    weight    of  each 
piece  of  steel  shall  not  vary  more  than  2.5  per  cent,  from  that 
specified;   except  in  the   case  of  sheared   plates,   which  shall  be 
covered  by  the  following  permissible  variations  to  apply  to  single 
plates: 

(a)  When  Ordered  to  Weight. — For  plates  12^  pounds  per  square 
foot  or  over: 

Under  100  inches  in  width,  2.5  per  cent,  above  or  below  the 
specified  weight; 


CARNEGIE    STEEL    COMPANY 


100  inches  in  width  and  over,  5  per  cent,  above  or  below  the 
specified  weight. 

For  plates  under  12%  pounds  per  square  foot: 
Under  75  inches  in  width,  2.5  per  cent,  above  or  below  the 
specified  weight; 
75  to  100  inches  in  width,  5  per  cent,  above  or  3  per  cent, 
below  the  specified  weight; 

100  inches  in  width  and  over,  10  per  cent,  above  or  3  per 
cent,  below  the  specified  weight. 

(6)      When  Ordered  to  Gage.  —  The  thickness  of  each  plate  shall 
not  vary  more  than  0.01  inch  under  that  ordered. 

An  excess  over  the  nominal  weight  corresponding  to  the  dimen- 
sions on  the  order  shall  be  allowed  for  each  plate,  if  not  more  than 
that  shown  in  the  following  table,  one  cubic  inch  of  rolled  steel 
being  assumed  to  weigh  0.2833  pound: 

Thick- 
ness 
Ordered, 
Inches 

Nominal 
Weight, 
Pounds 
per 
Square  Foot 

ALLOWABLE  EXCESS 
(EXPRESSED  AS  PERCENTAGE  OF  NOMINAL  WEIGHT) 
For  Width  of  Plate  as  follows: 

Under 
50  m.  , 

50  in. 
to 
70  in. 

70  in. 
and 
over 

Under 
75  in. 

75  in. 
to 

100  in. 

100  in. 
to 
115  in. 

115  in. 
and 
over 

H  to  5/32 

5.10  to     6.37 

10 

15 

20 

%2to%a 

6.37  to    7.65 

8.5 

12.5 

17 

%e  to  X 

7.65  to  10.20 

7 

10 

15 

% 

10.20 

10 

14 

18 

%e 

12.75 

8 

12 

.10 

% 

15.30 

7 

10 

13 

17 

7/16 

17.85 

6 

8 

10 

13 

% 

20.40 

5 

7 

9 

12 

%e 

22.95 

4.5 

6.5 

8.5 

11 

% 

25.50 

4 

6 

8 

10 

Over  % 



3.5 

5 

6.5 

9 

V.     FINISH 

17.     Finish.      The  finished  material  shall  be  free  from  injurious 
seams,  slivers,  flaws,  and  other  defects,  and  shall  have  a  workman- 
like finish.     Plates  36  inches  in  width  and  under  shall  have  rolled 

edges. 

STANDARD    SPECIFICATIONS 


VI.  MARKING 

18.  Marking.     The   name   of  the   manufacturer   and   the   melt 
number  shall  be  legibly  stamped  or  rolled  on  all  finished  material, 
except  that  each  pin  and  roller  shall  be  stamped  on  the  end.     Rivet 
and  lattice  steel  and  other  small  pieces    may  be  shipped  in  securely 
fastened  bundles,  with  the  above  marks  legibly  stamped  on  an 
attached  metal  tag. 

VII.     INSPECTION  AND  REJECTION 

19.  inspection,     (a)     The  purchaser  shall  be  furnished  complete 
copies  of  mill  orders,  and  no  material  shall  be  rolled,  nor  work  done, 
before  the  purchaser  has  been  notified  where  the  orders  have  been 
placed,  so  that  he  may  arrange  for  the  inspection. 

(6)  The  inspector  representing  the  purchaser  shall  have  free 
entry,  at  all  times  while  work  on  the  contract  of  the  purchaser  is 
being  performed,  to  all  parts  of  the  manufacturer's  works  which 
concern  the  manufacture  of  the  material  ordered.  The  manu- 
facturer shall  afford  the  inspector,  free  of  cost,  all  reasonable 
facilities  to  satisfy  him  that  the  material  is  being  furnished  in 
accordance  with  these  specifications.  All  tests  and  inspections 
shall  be  made  at  the  place  of  manufacture  prior  to  shipment,  and 
shall  be  so  conducted  as  not  to  interfere  unnecessarily  with  the 
operation  of  the  works. 

20.  Rejection.     Material  which,  subsequent  to  the  above  tests 
at  the  mills  and  its  acceptance  there,  develops  weak  spots,  brittle- 
ness,  cracks  or  other  imperfections,  or  is  found  to  have  injurious 
defects,  will  be  rejected  at  the  shop  and  shall  be  replaced  by  the 
manufacturer  at  his  own  cost. 


CARNEGIE    STEEL    COMPANY 


AMERICAN  SOCIETY  FOR  TESTING  MATERIALS 
PHILADELPHIA,  PA.,  U.   S.  A. 

AFFILIATED     WITH     THE 

INTERNATIONAL  ASSOCIATION  FOR  TESTING  MATERIALS 
STANDARD  SPECIFICATIONS 

FOR 

STRUCTURAL  STEEL  FOR  BUILDINGS 

ADOPTED  AUGUST  16,   1909 

I.     MANUPACTUKE 

1.  Process,    (a)     Structural  steel,  except  as  noted  in  Section  1 
(6),  may  be  made  by  the  Bessemer  or  the  open  hearth  process. 

(6)  Rivet  steel,  and  steel  for  plates  or  angles  over  %  inch  in 
thickness  which  are  to  be  punched,  shall  be  made  by  the  open 
hearth  process. 

II.  CHEMICAL  PROPERTIES  AND  TESTS 

2.  Chemical  Composition.      The  steel  shall  conform  to  the  follow- 
ing requirements  as  to  chemical  composition: 

STRUCTURAL  STEEL,  RIVET  STEEL 

T>hr«!r»v1r.T.iiJKessenier not  over  0.10  per  cent.  

"n  Open  Hearth...  "        0.06       "          not  over  0.06  per  cent. 

3.  Ladle  Analyses.     To  determine  whether  the  material  conforms 
to  the  requirements  specified  in  Section  2,  an  analysis  shall  be  made 
by  the  manufacturer  from  a  test  ingot  taken  during  the  pouring  of 
each  melt.     A  copy  of  this  analysis  shall  be  given  to  the  purchaser 
or  his  representative. 

III.  PHYSICAL  PROPERTIES  AND  TESTS 

4.  Tension  Tests,     (a)     The  steel  shall  conform  to  the  following 
requirements  as  to  tensile  properties: 

10 


STANDARD    SPECIFICATIONS 


TENSILE  PROPERTIES 


Properties  Considered 

Structural  Steel 

Rivet  Steel 

Tensile  strength,  Ibs.  per  sq.  in  
Yield,  point   niin    Ibs  per  sq  in  

55,000-65,000 
0  5  Tens  str 

48,000-58,000 
0  5  Tens  str 

Elongation  in  8  inches,  min.,  per  cent  

1,400,000* 
Tens.  str. 

1,400,000 
Tens.  str. 

1See  Sections  5  and  6 

(6)  The  yield  point  shall  be  determined  by  the  drop  of  the 
beam  of  the  testing  machine. 

5.  Elongation  for  Pins.      The  percentage  of  elongation  for  pins 
shall  be  5  less  than  that  specified  for  structural  steel  in  Section  4. 

6.  Modifications  in  Elongation,     (a)     For  material  over  %  inch  in 
thickness,   a  deduction   of    1   from  the  percentage   of  elongation 
specified  in  Section  4  shall  be  made  for  each  increase  of  y%  inch  in 
thickness  above  %  inch. 

(6)  For  material  under  %e  inch  in  thickness,  a  deduction  of 
2.5  from  the  percentage  of  elongation  specified  in  Section  4  shall 
be  made  for  each  decrease  of  ^6  inch  in  thickness  below  5A&  inch. 

7.  Character  of  Fracture.      All  broken  tension  test  specimens  shall 
show  a  silky  fracture. 

8.  Bend  Test,    (a)     The  test  specimen  for  structural  steel  shall 
bend  cold  through  180  degrees  around  a  pin  the  diameter  of  which 
is  equal  to  the  thickness  of  the  specimen,  without  fracture  on  the 
outside  of  the  bent  portion. 

(6)  A  rivet  rod  shall  bend  cold  through  180  degrees  flat  on  itself 
without  fracture  on  the  outside  of  the  bent  portion. 

(c)     Bend  tests  may  be  made  by  pressure  or  by  blows. 

9.  Test  Specimens,     (a)     Tension   and   bend  test  specimens  for 
structural  steel  shall  be  taken  from  the  finished  product,  and  shall 
be  of  full  thickness  of  material  as  rolled. 

Tension  test  specimens  may  be  of  the  form  and  dimensions 
shown  in  Fig.  1;  or  with  both  edges  parallel;  or  they  may  be  turned 
to  a  diameter  of  %  inch  for  a  length  of  at  least  9  inches,  with  enlarged 
ends. 

Bend  test  specimens  for  material  over  %  inch  in  thickness  may  be 
1  by  }/2  inch  in  section.  The  sheared  edges  of  specimens  shall  be 
milled  or  planed. 

(6)     Rivet  rods  and  small  rolled  bars  shall  be  tested  as  rolled. 

11 


CARNEQIE    STEEL    COMPANY 


A  u     +  ft"       ""'     Parallel  section  not  less  than  9 " 
K- About  a--*-     gi  * — 

/iW 


About  18" *> 

FIG.  1 

(c)  Tension  test  specimens  for  pins  shall  be  taken  from  the 
finished  rolled  or  forged  bar.  The  axis  of  the  specimen  shall  be 
1  inch  from  the  surface  of  the  bar,  and  shall  be  parallel  to  the  axis 
of  the  bar. 

10.  Annealed  Specimens,     (a)      Material  which  is  to  be  used  with- 
out annealing  or  further  treatment  shall  be  tested  as  rolled  or  forged. 

(6)  Tension  test  specimens  for  material  which  is  to  be  annealed 
or  otherwise  treated  before  use,  shall  be  cut  from  properly  annealed 
or  similarly  treated  short  lengths  of  the  full  section  of  the  piece. 

11.  Number  of  Tests,     (a)     At   least   one   tension   and   one   bend 
test  shall  be  made  from  each  melt.     If  material  from  one  melt 
differs  %  inch  or  more  in  thickness,  tests  shall  be  made  from  both 
the  thickest  and  the  thinnest  material  rolled. 

(6)  If  any  test  specimen  develops  flaws,  or  if  a  tension  test 
specimen  breaks  outside  the  middle  third  of  the  gage  length,  it 
may  be  discarded  and  another  specimen  substituted. 

12.  Retests.   If  the  results  of  the  tension  tests  do  not  conform  to 
the  requirements  specified  in  Section  4,  retests  may  be  made. 

IV.     PERMISSIBLE  VARIATIONS  IN  WEIGHT  AND  GAGE 

13.  Permissible  Variations.     The   cross  section   or  weight   of  each 
piece  of  steel  shall  not  vary  more  than  2.5  per  cent,  from  that 
specified;  except  in  the  case  of  sheared  plates,  which  shall  be  covered 
by  the  following  permissible  variations  to  apply  to  single  plates : 

(a)  When  Ordered  to  Weight. — For  plates  12^  pounds  per  square 
foot  or  over: 

Under  100  inches  in  width,  2.5  per  cent,  above  or  below  the 

specified  weight; 

100  inches  in  width  and  over,  5  per  cent,  above  or  below  the 
specified  weight; 

12 


STANDARD    SPECIFICATIONS 


For  plates  under  12Vo  pounds  per  square  foot: 

Under  75  inches  in  width,  2.5  per  cent,  above  or  below  the 
specified  weight; 

75  to  100  inches  in  width,  5  per  cent,  above  or  3  per  cent. 

below  the  specified  weight; 
100  inches  in  width  and  over,  10  per  cent,  above  or  3  per 

cent,  below  the  specified  weight. 

(6)  When  Ordered  to  Gage. — The  thickness  of  each  plate  shall 
not  vary  more  than  0.01  inch  below  that  ordered. 

An  excess  over  the  nominal  weight  corresponding  to  the  dimen- 
sions on  the  order  shall  be  allowed  for  each  plate,  if  not  more  than 
that  shown  in  the  following  table,  one  cubic  inch  of  rolled  steel 
being  assumed  to  weigh  0.2833  pound: 


Thick- 
ness 
Ordered, 
Inches 

Nominal 
Weight, 
Pounds 
per 
Square  Foot 

ALLOWABLE  EXCESS 
(EXPRESSED  AS  PERCENTAGE  OF  NOMINAL  WEIGHT) 
For  Width  of  Plate  as  follows  : 

Under 
50  in. 

50  in. 
to 
70  in. 

70  in. 
and 
over 

Under 
75  in. 

75  in. 
to 
100  in. 

100  in. 
to 
115  in. 

115  in. 
and 
over 

H  to  %2 

5.  10  to     6.37 

10 

15 

20 

%2to?ie 

6.37  to    7.65 

8.5 

12.5 

17 

946  to  M 

7.65  to  10.20 

7 

10 

15 

•• 

% 

10.20 

10 

14 

18 

•• 

%6 

12.75 

8 

12 

16 

.. 

% 

15.30 

7 

10 

13 

17 

7/io 

17.85 

.. 

6 

8 

10 

13 

% 

20.40 

5 

7 

9 

12 

%6 

22.95 

4.5 

6.5 

8.5 

11 

% 

25.50 

4 

6 

8 

10 

Over% 

•• 

•• 

3.5 

5 

6.5 

9 

V.     FINISH 

14.  Finish.  The  finished  material  shall  be  free  from  injurious 
seams,  slivers,  flaws,  and  other  defects,  and  shall  have  a  workman- 
like finish. 


13 


CARNEGIE    STEEL    COMPANY 


VI.     MARKING 

15.  Marking.      The  melt  number  shall  be  stamped  on  all  finished 
material  and  on  each  test  specimen.     Rivet  and  lattice  steel  and 
other  small  pieces  may  be  shipped  in  securely  fastened  bundles, 
with  the  melt  number  stamped  on  an  attached  metal  tag. 

VII.     INSPECTION 

16.  Inspection.      The  inspector  representing  the  purchaser  shall 
have  free  entry,  at  all  times  while  work  on  the  contract  of  the 
purchaser  is  being  performed,  to  all  parts  of  the  manufacturer's 
works   which   concern  the   manufacture   of  the   material   ordered. 
The  manufacturer  shall  afford  the  inspector,  free  of  cost,  all  reason- 
able facilities  to  satisfy  him  that  the  material  is  being  furnished  in 
accordance    with    these   specifications.     All   tests    and    inspection 
shall  be   made   at   the   place   of   manufacture   prior   to   shipment 
and  shall  be  so  conducted  as  not  to  interfere  unnecessarily  with 
the  operation  of  the  works. 


14 


STANDARD    SPECIFICATIONS 


AMERICAN  SOCIETY  FOR  TESTING  MATERIALS 

PHILADELPHIA,  PA.,  U.  S.  A. 

AFFILIATED     WITH     THE 

INTERNATIONAL  ASSOCIATION  FOR  TESTING  MATERIALS 
STANDARD  SPECIFICATIONS 

FOB 

STRUCTURAL  STEEL  FOR  SHIPS 

ADOPTED  AUGUST  16,   1909 

I.     MANUFACTURE 
1.     Process.     The  steel  shall  be  made  by  the  open  hearth  process. 


2. 


II.  CHEMICAL  PROPERTIES  AND  TESTS 
Chemical  Composition.     The  steel  shall  conform  to  the  following 


requirements  as  to  chemical  composition: 

CHEMICAL  COMPOSITION 


Elements  Considered 

Structural 
Steel 

Rivet 
Steel 

Steel 
-Castings 

f  Acid 

0  06 

0  06 

0  08 

Phosphorus,  max.,  per  cent.|  ^asic  '  ' 
Sulphur  max    per  cent 

0.04 

0.04 
0.05 

0.05 

3.  Ladle  Analyses.     To  determine  whether  the  material  conforms 
to  the  requirements  specified  in  Section  2,  an  analysis  shall  be  made 
by  the  manufacturer  from  a  test  ingot  taken  during  the  pouring 
of  each  melt.     A  copy  of  this  analysis  shall  be  given  to  the  purchaser 
or  his  representative. 

4.  Check  Analyses.     A  check  analysis  may  be  made  by  the  pur- 
chaser from  finished  material  representing  each  melt,  in  which  case 
an  excess  of  25  per  cent,  above  the  requirements  specified  in  Section 
2  shall  be  allowed. 

15 


CARNEGIE    STEEL    COMPANY 


5. 


III.     PHYSICAL  PROPERTIES  AND  TESTS 
Tension  Tests,     (a)     The  steel  shall  conform  to  the  following 


requirements  as  to  tensile  properties: 

TENSILE  PROPERTIES 


Properties  Considered 

Structural 
Steel 

Rivet 

Steel 

Steel 
Castings 

Tensile  strength,  Ibs.  per  sq.  in  ... 
Yield  point,  min.,  Ibs.  per  sq.  in.  .  . 
Elongation  in  8  in.,  min.,  per  cent.  . 
Elongation  in  2  in.,  min.,  percent.  . 

55,000-65,000 
0.5  Tens.  str. 
l.SOO.OOO1 

48,000-58,000 
0.5  Tens.  str. 
1,500,000 

60,000  min. 
0.5  Tens.  str. 

Tens.  str. 

Tens.  str. 

18 

1See  Section  6. 

(6)  The  yield  point  shall  be  determined  by  the  drop  of  the 
beam  of  the  testing  machine. 

6.  Modifications  in  Elongation,     (a)     For  material  over  %  inch  in 
thickness,    a    deduction   of    1   from  the  percentage  of  elongation 
specified  in  Section  5  shall  be  made  for  each  increase  of  }/$  inch  in 
thickness  above  %  inch. 

(6)  For  material  under  %G  inch  in  thickness,  a  deduction  of  2.5 
from  the  percentage  of  elongation  specified  in  Section  5  shall  be 
made  for  each  decrease  of  Vie  inch  in  thickness  below  5/ie  inch. 

7.  Character  of  Fracture.     All  broken  tension    test    specimens  of 
structural  and  rivet  steel  shall  show  a  silky  fracture;  and  of  steel 
castings,  a  silky  or  fine  granular  fracture. 

8.  Bend  Tests,     (a)     The  test  specimen  for  structural  steel  shall 
bend  cold  through  180  degrees  without  fracture  on  the  outside  of 
the  bent  portion,  as  follows :    For  material  under  %  inch  in  thickness, 
flat  on  itself;  for  material  % to  IMinch  in  thickness,  around  a  pin 
the  diameter  of  which  is  equal  to  13/£  times  the  thickness  of  the 
specimen;  and  for  material  over  134  inch  in  thickness,  around  a 
pin  the  diameter  of  which  is  equal  to  twice  the  thickness  of  the 
specimen. 

(6)  A  rivet  rod  shall  bend  cold  through  180  degrees  flat  on 
itself  without  fracture  on  the  outside  of  the  bent  portion. 

(c)  The  test  specimen  for  steel  castings  shall  bend  cold  through 
90  degrees  around  a  pin  the  diameter  of  which  is  equal  to  3  times 
the  thickness  of  the  specimen,  without  fracture  on  the  outside  of 
the  bent  portion. 

(d)  Bend  tests  may  be  made  by  pressure  or  by  blows. 

16 


STANDARD    SPECIFICATIONS 


9.  Tests  of  Angles.  Angles  %  inch  or  under  in  thickness  shall 
open  flat,  and  angles  %  inch  or  under  in  thickness  shall  bend  shut, 
cold,  under  the  blows  of  a  hammer  without  fracture.  This  test 
shall  be  made  only  when  required  by  the  inspector. 

10.  Test  Specimens,  (a)  Tension  and  bend  test  specimens  for 
structural  steel  shall  be  taken  from  the  finished  product,  and  shall 
be  of  the  full  thickness  of  material  as  rolled. 

Tension  test  specimens  may  be  of  the  form  and  dimensions 
shown  in  Fig.  1;  or  with  both  edges  parallel;  or  they  may  be  turned 
to  a  diameter  of  %  inch  for  a  length  of  at  least  9  inches,  with  enlarged 
ends. 


r- About  3--~     JV  J?^nel_sectiqn_npt;_e_ssthan_?:'_^ 


K.____ About  18" - 

FIG.  1 

The  sheared  edges  of  bend  test  specimens  shall  be  milled  or 
planed. 

(6)     Rivet  rods  and  small  rolled  bars  shall  be  tested  as  rolled. 

(c)  Tension  and  bend  test  specimens  for  steel  castings  shall  be 
taken  cold  from  test  bars  attached  to  the  castings,  or  from  the 
sink-heads  if  they  are  of  sufficient  size.  Ail  test  bars  or  sink-heads 
so  used  shall  be  annealed  with  the  castings. 

Tension  test  specimens  shall  be  of  the  form  and  dimensions 
shown  in  Fig.  2. 

Bend  test  specimens  shall  be  1  by  3^  inch  in  section. 


11.     Annealed  Specimens,     (a)     Material  which  is  to  be  used  with- 
out annealing  or  further  treatment  shall  be  tested  as  rolled. 


17 


CARNEGIE    STEEL    COMPANY 


(6)  Tension  test  specimens  for  material  which  is  to  be  annealed 
or  otherwise  treated  before  use,  shall  be  cut  from  properly  annealed 
or  similarly  treated  short  lengths  of  the  full  section  of  the  piece. 

12.  Number  of  Tests,     (a)     At  least  one  tension  and  one  bend  test 
for  structural  and  rivet  steel  shall  be  made  from  each  melt.     If 
material  from  one  melt  differs  %  inch  or  over  in  thickness,  tests 
shall  be  made  from  both  the  thickest  and  the  thinnest  material 
rolled. 

(6)  The  number  of  tension  and  bend  tests  for  steel  castings 
will  depend  on  the  character  and  importance  of  the  castings. 

(c)  If  any  test  specimen  develops  flaws,  or  if  a  tension  test 
specimen  breaks  outside  the  middle  third  of  the  gage  length,  it 
may  be  discarded  and  another  specimen  substituted. 

13.  Retests.     If  the  results  of  the  tension  tests  do  not  conform  to 
the  requirements  specified  in  Section  5,  retests  may  be  made. 

IV.     PERMISSIBLE  VARIATIONS  IN  WEIGHT  AND  GAGE 

14.  Permissible  Variations.     The   cross  section   or  weight  of  each 
piece  of  steel  shall  not  vary  more  than  2.5  per  cent,  from  that 
specified;  except  in  the  case  of  sheared  plates,  which  shall  be  covered 
by  the  following  permissible  variations  to  apply  to  single  plates: 

(a)  When  Ordered  to  Weight. — For  plates  12^  pounds  per  square 
foot  or  over : 

Under  100  inches  in  width,  2.5  per  cent,  above  or  below  the 

specified  weight; 

100  inches  in  width  and  over,  5  per  cent,  above  or  below  the 
specified  weight. 

For  plates  under  12^  pounds  per  square  foot: 

Under  75  inches  in  width,  2.5  per  cent,  above  or  below  the 

specified  weight; 
75  to  100  inches  in  width,  5  per  cent,  above  or  3  per  cent. 

below  the  specified  weight; 
100  inches  in  width  and  over,  10  per  cent,  above  or  3  per  cent. 

below  the  specified  weight. 

(6)  When  Ordered  to  Gage. — The  thickness  of  each  plate  shall 
not  vary  more  than  0.01  inch  below  that  ordered. 

An  excess  over  the  nominal  weight  corresponding  to  the  dimen- 
sions on  the  order  shall  be  allowed  for  each  plate,  if  not  more  than 
that  shown  in  the  following  table,  one  cubic  inch  of  rolled  steel 
being  assumed  to  weigh  0.2833  pound: 

18 


STANDARD    SPECIFICATIONS 


Thick- 
ness 
Ordered, 
Inches 

Nominal 
Weight, 
Pounds 
per 
Square  Foot 

ALLOWABLE  EXCESS 
(EXPRESSED  AB  PERCENTAGE  OF  NOMINAL  WEIGHT) 
For  Width  of  Plate  as  follows: 

Under 
50  in. 

50  in. 
to 
70  in. 

70  in. 
and 
over 

Under 
75  in. 

75  in. 
to 
100  in. 

100  in. 
to 
115  in. 

115  in. 
and 
over 

%  to  %2 

5.10    to  6.37 

10 

15 

20 

.. 

.. 

•-•:'«:;  tO»i,, 

6.37    to  7.65 

8.5 

12.5 

17 

^10  tO  V4 

7.65  to  10.20 

7 

10 

15 

.. 

% 

10.20 

10 

14 

18 

5/i6 

12.75 

8 

12 

16 

96 

15.30 

7 

10 

13 

17 

%« 

17.85 

6 

8 

10 

13 

% 

20.40 

5 

7 

9 

12 

%6 

22.95 

4.5 

6.5 

8.5 

11 

% 

25.50 

4 

6 

8 

10 

Over  % 



'• 

•• 

•• 

3.5 

5 

6.5 

9 

V.     FINISH 

15.  Finish.     The  finished  material  shall  be  free  from  injurious 
seams,  slivers,  flaws,  and  other  defects,  and  shall  have  a  workman- 
like finish. 

VI.     MARKING 

16.  Marking.     The   melt  number  shall  be    legibly  stamped  or 
rolled  on  all  finished  material  and  test  specimens,  except  that  small 
pieces  may  be  shipped  in  securely  fastened  bundles,  with  the  melt 
number  legibly  stamped  on  an  attached  metal  tag. 

VII.     INSPECTION 

17.  Inspection.     The  inspector  representing   the  purchaser  shall 
have  free  entry,  at  all  times  while  work  on  the  contract  of  the 
purchaser  is  being  performed,  to  all  parts  of  the  manufacturer's 
works  which  concern  the  manufacture  of  the  material  ordered. 
The  manufacturer  shall  afford  the  inspector,  free  of  cost,  all  reason- 
able facilities  to  satisfy  him  that  the  material  is  being  furnished  in 
accordance  with  these  specifications.     All  tests  and  inspection  shall 
be  made  at  the  place  of  manufacture  prior  to  shipment,  and  shall 
be  so  conducted  as  not  to  interfere  unnecessarily  with  the  operation 
of  the  works. 


19 


CARNEQIE    STEEL    COMPANY 


AMERICAN  SOCIETY  FOR  TESTING  MATERIALS 

PHILADELPHIA,  PA.,  U.  S.  A. 

AFFILIATED    WITH    THE 

INTERNATIONAL  ASSOCIATION  FOR  TESTING  MATERIALS 
STANDARD  SPECIFICATIONS 

FOR 

STRUCTURAL  NICKEL  STEEL 

ADOPTED  JUNE   1,   1912 

I.     MANUFACTURE 

1.  Process.     The  steel  shall  be  made  by  the  Open  Hearth  process. 

2.  Discard.     A  discard  of  at  least  25  per  cent,  shall  be  made 
from  the  top  of  each  ingot  intended  for  eye  bars.     If  necessary, 
the  shearing  shall  be  continued  until  sound  metal  is  found. 

II.     CHEMICAL  PROPERTIES  AND  TESTS 

3.  Chemical  Composition.     The  steel  shall  conform  to  the  following 
requirements  as  to  chemical  composition: 

CHKMICAL,  COMPOSITION 


Elements  Considered 

Rivets 

Plates  and 

Bars  and 
Rollers, 

Bars  and 
Pins, 

Unannealed 

Annealed 

Carbon,  max.  per  cent  

0.30 

0.45 

0.45 

0.45 

Manganese,  max.  per  cent  

0.60 

0.70 

0.70 

0.70 

Phosphorus,  max.  per  cent.  jg^,jc 

0.04 
0.03 

0.05 
0.04 

0.05 
0.04 

0.05 
0.04 

Sulphur,  max.  per  cent  
Nickel,  min.  per  cent,  

0.04 
3.25 

0.04 
'     3.25 

0.04 
3.25 

0.04 
3.25 

4.  Ladle  Analyses.  To  determine  whether  the  material  conforms 
to  the  requirements  specified  in  Section  3,  an  analysis  shall  be  made 
by  the  manufacturer  from  a  test  ingot  taken  during  the  pouring 
of  each  melt.  A  copy  of  this  analysis  shall  be  given  to  the  pur- 
chaser or  his  representative. 

20 


STANDARD    SPECIFICATIONS 


5.  Check  Analyses.     A  check  analysis  may  be  made  by  the  pur- 
chaser from   finished   material   representing  each   melt,    and   this 
analysis  shall  conform  to  the  requirements  specified  in  Section  3. 

III.     PHYSICAL  PROPERTIES  AND  TESTS 

6.  Tension  Tests,     (a)     The  steel  shall  conform  to  the  following 
requirements  as  to  tensile  properties: 

TENSILE  PROPERTIES   FROM  SPECIMEN  TESTS 


Properties  Considered 

Rivets 

Plates 
and 
Shapes 

Bars  and 
Rollers/ 
Unannealed 

Bars  a  and 
Pins,c 
Annealed 

Tensile    strength, 
Ibs.  persq.  in...  . 
Yield  point,  min., 
Ibs.  persq.  in  .... 
Elongation    in    8 
in.,  min.,  per  cent. 

Elongation    in    2 
in.,  min.,  per  cent. 
Reduction  of  area 
min.  ,  per  cent  

70,000-80,000 

45,000 

1,500,000 
Tens.  Str. 

85,000-100,000 

50,000 
1,500.000^ 
Tens.  Str. 

95,000-110,000 

55,000 
1.500.000^ 
Tens.  Str. 

16 
25 

90,000-105,000 
52,000 
20 

20 
35 

40 

25 

a.  Tests  of  annealed  specimens  of  bars  shall  be  made  for  information  only. 

b  See  Section  7. 

c  Elongation  shall  be  measured  in  2  in. 

(6)     The  yield  point  shall  be  determined  by  the  drop  of  the 
beam  of  the  testing  machine. 

7.  Modifications  in  Elongation.     For  plates,  shapes  and  unannealed 
bars  over  1  inch  in  thickness,  a  deduction  of  1  from  the  percentage 
of  elongation  specified  in  Section  6  shall  be  made  for  each  increase 
of  }/8  inch  in  thickness  above  1  inch,  to  a  minimum  of  14  per  cent. 

8.  Character  of  Fracture.     All  broken  tension  test  specimens  shall 
show  either  a  silky  or  a  very  fine  granular  fracture,  of  uniform  color, 
and  free  from  coarse  crystals. 

9.  Bend  Tests,     (a)     The  test  specimen  for  plates,  shapes  and 
bars   shall  bend  cold  through  180  degrees  without  fracture  on  the 
outside  of  the  bent  portion,  as  follows :     For  material  %  inch  or 
under  in  thickness,  around  a  pin  the  diameter  of  which  is  equal  to 
the  thickness  of  the  specimen;  and  for  material  over  %  inch  in  thick- 
ness, around  a  pin  the  diameter  of  which  is  equal  to  twice  the 
thickness  of  the  specimen. 

(6)     A  rivet  rod  shall  bend  cold  through  180  degrees  flat  on 
itself  without  fracture  on  the  outside  of  the  bent  portion. 

21 


CARNEGIE    STEEL    COMPANY^ 


(c)  The  test  specimen  for  pins  and  rollers  shall  bend  cold 
through  180  degrees  around  a  1  inch  pin,  without  fracture  on  the 
outside  of  the  bent  portion. 

(d)     Bend  tests  may  be  made  by  pressure  or  by  blows. 

10.  Tests  of  Angles,     (a)     Angles  with  4  inch  legs  or  under,  and 
3^  inch  or  under  in  thickness,  shall  open  flat  or  bend  shut,  cold, 
under  the  blows  of  a  hammer  without  fracture. 

(6)  Angles  with  legs  over  4  inches,  or  over  Y%  inch  in  thickness, 
shall  open  to  an  angle  of  150  degrees,  or  close  to  an  angle  of  30 
degrees,  cold,  under  the  blows  of  a  hammer  without  fracture. 

11.  Drift  Tests.     Punched  rivet  holes  pitched  two  diameters  from 
a  planed  edge  shall  stand  drifting  until  the  diameter  is  enlarged 
50  per  cent,  without  cracking  the  metal. 

12.  Test  Specimens,     (a)     Tension   and   bend   test   specimens   for 
plates,  shapes  and  bars  shall  be  taken  from  the  finished  product, 
and  shall  be  of  the  full  thickness  of  material  as  rolled. 

Tension  test  specimens  may  be  of  the  form  and  dimensions 
shown  in  Fig.  1;  or  with  both  edges  parallel;  or  they  may  be  turned 


-About-3- 


i  0' 

,1*"  i 

jy 

i 

i«__.  About  18 v 

FIG.  1 

to  a  diameter  of  %  inch  for  a  length  of  at  least  9  inches  with  enlarged 
ends. 

Bend  test  specimens  shall  not  be  less  than  2  inches  in  width. 

(6)     Rivet  rods  shall  be  tested  as  rolled. 

(c)  Tension  and  bend  test  specimens  for  pins  and  rollers  shall 
be  taken  from  the  finished  rolled  or  forged  bar.  The  axis  of  the 
specimen  shall  be  1  inch  from  the  surface  of  the  bar  and  shall  be 
parallel  to  the  axis  of  the  bar.  Test  specimens  for  pins  shall  be 
taken  after  annealing. 

Tension  test  specimens  shall  be  of  the  form  and  dimensions 
shown  in  Fig.  2. 

Bend  test  specimens  shall  be  2  by  J^  inch  in  section. 

13.     Number  of  Tests.     At  least  one  tension  and  one  bend  test  shall 

22 


STANDARD    SPECIFICATIONS 


be  made  from  each  melt.  If  material  from  one  melt  differs  Y%  inch 
or  over  in  thickness,  tests  shall  be  made  from  both  the  thickest  and 
the  thinnest  material  rolled.  No  material  under  5Ae  inch  in  thickness 
will  be  used. 


-----------------  -2%-'-  -------------- 


2"- 

FIG.  2. 

IV.  PERMISSIBLE  VARIATIONS  IN  WEIGHT  AND  GAGE 
14.  Permissible  Variations.  The  cross  section  or  weight  of  each 
piece  of  steel  shall  not  vary  more  than  2.5  per  cent,  from  that 
specified;  except  in  the  case  of  sheared  plates,  which  shall  be 
covered  by  the  following  permissible  variations  to  apply  to  single 
plates: 

(a)  When  Ordered  to  Weight. — For  plates  123/£  pounds  per  square 
foot  or  over: 

Under  100  inches  in  width,   2.5  per  cent,   above  or  below  the 

specified  weight; 
100  inches  in  width  and  over,  5  per  cent,  above  or  below  the 

specified  weight. 

(6)  When  Ordered  to  Gage. — The  thickness  of  each  plate  shall 
not  vary  more  than  0.01  inch  below  that  ordered. 

An  excess  over  the  nominal  weight  corresponding  to  the  dimen- 
sions on  the  order  shall  be  allowed  for  each  plate,  if  not  more  than 
that  shown  in  the  following  table,  one  cubic  inch  of  rolled  steel 
being  assumed  to  weigh  0.2833  pounds: 


Thickness 
Ordered, 
Inches 

Nominal 
Weight, 
Pounds 
per 
Square  Foot 

ALLOWABLE  EXCESS 
(EXPRESSED  AS  PERCENTAGE  OF  NOMINAL  WEIGHT) 
For  Width  of  Plate  as  Follows  : 

Under 
75  in. 

75  in. 
to 
100  in. 

100  in. 
to 
115  in. 

115  in. 
and 
over 

la 

%6 
% 
%• 

% 

Over  % 

12.75 
15.30 
17.85 
20.40 
22.95 
25.50 

8 
7 
6 
5 
4.5 
4 
3.5 

12 
10 
8 
7 
6.5 
6 
*j 

16 
13 
10 
9 

8.5 
8 
6.5 

17 
13 
12 
11 
10 
9 

28 


CARNEGIE     STEEL    COMPANY 


V.     FINISH 

15.  Finish.     The  finished  material  shall  be  free  from    injurious 
seams,  slivers,  flaws  and  other  defects,  and  shall  have  a  workman- 
like finish. 

VI.     MARKING 

16.  Marking.     The   name   of   the    manufacturer   and    the    melt 
number  shall  be  legibly  stamped  or  rolled  on  all  finished  material, 
except  that  each  pin  and  roller  shall  be  stamped  on  the  end.     Rivet 
and  lattice  steel  and  other  small  pieces  shall  be  shipped  in  securely 
fastened  bundles,   with  the  above  marks  legibly  stamped  on  an 
attached  metal  tag. 

VII.     INSPECTION 

17.  Inspection,     The  inspector  representing  the  purchaser    shall 
have  free  entry,  at  all  times  while  work  on  the  contract  of  the 
purchaser  is  being  performed,  to  all  parts  of  the  manufacturer's 
works  which  concern  the  manufacture  of  the  material  ordered. 
The  manufacturer  shall  afford  the  inspector,  free  of  cost,  all  reason- 
able facilities  to  satisfy  him  that  the  material  is  being  furnished  in 
accordance    with    these   specifications.     All   tests    and   inspection 
shall  be  made  at  the  place  of  manufacture  prior  to  shipment,  and 
shall  be  so  conducted  as  not  to  interfere  unnecessarily  with  the 
operation  of  the  works. 

VIII.     FULL  SIZE  TESTS 

18.  Tests  of  Eye  Bars,     (a)     Full  size  tests  of  annealed  eye  bars 
shall  conform  to  the  following  requirements  as  to  tensile  properties : 

Tensile  strength,  Ibs.  per  sq.  in 85,000-100,000 

Yield  point,  min.,  Ibs.  per  sq.  in 48,000 

Elongation  in  18  ft.,  min.,  per  cent 10 

Reduction  of  area,  min.,  per  cent 30 

(6)     The  yield   point  shall   be  determined   by   the   halt   of  the 
gage  of  the  testing  machine. 


24 


STANDARD    SPECIFICATIONS 


AMERICAN  SOCIETY  FOR  TESTING  MATERIALS 

PHILADELPHIA,  PA.,  U.  S.  A. 

AFFILIATED    WITH    THE 

INTERNATIONAL  ASSOCIATION  FOR  TESTING  MATERIALS 


STANDARD  SPECIFICATIONS 

FOR 

BOILER  AND    FIRE  BOX   STEEL 

ADOPTED  JUNE   1,   1912 

1.  Grades.     There    shall    be   two    grades    of   steel   for   boilers, 
namely:    Flange  and  firebox. 

I.     MANUFACTURE 

2.  Process.     The  steel  shall  be  made  by  the  open  hearth  process. 

II.      CHEMICAL  PROPERTIES  AND  TESTS 

3.  Chemical  Composition.     The  steel  shall  conform  to  the  following 
requirements  as  to  chemical  composition: 

FLANGE  FIREBOX 

Carbon 0.12-0.25  per  cent. 

Manganese 0.30-0.60  0.30-O.50 

Phosphorus  (Acid) not  over  0.05  not  over  0.04 

Phosphorus  (Basic) "       "     0.04  "       "     0.035 

Sulphur "       "      0.05  0.04 

Copper "       "     0.05 

4.  Ladle  Analyses.      To  determine  whether  the  material  conforms 
to  the  requirements  specified  in  Section  3,  an  analysis  shall  be  made 
by  the  manufacturer  from  a  test  ingot  taken  during  the  pouring 
of  each  melt.     A  copy  of  this  analysis  shall  be  given  to  the  purchaser 
or  his  representative. 

5.  Check  Analyses.    A  check  analysis  may  be  made  by  the  pur- 
chaser from  a  broken  tension  test  specimen  representing  each  platt 
as  rolled,  and  this  analysis  shall  conform  to  the  requirements  speci- 
fied in  Section  3. 

25 


CARNEGIE    STEEL    COMPANY 


III.     PHYSICAL  PROPERTIES  AND  TESTS 

6.  Tension  Tests,     (a)     The   steel  shall  conform  to  the  following 
requirements  as  to  tensile  properties: 

FLANGE  FIREBOX 

Tensile  strength,  Ibs.  per  sq.  in 55,000-65,000     52,000-62,000 

Yield  point,  min.,  Ibs.  per  sq.  in 0.5  Tens.  str.    0.5  Tens.  str. 

Elongation  in  8  in. ,  min. ,  per  cent. .  .  .      .^QOOOq  1,500.000 

Tens.  str.  Tens.  str. 

(See  Section  7) 

(6)  The  yield  point  shall  be  determined  by  the  drop  of  the 
beam  of  the  testing  machine. 

7.  Modifications  in  Elongation,     (a)     For  material  over  %  inch  in 
thickness,   a  deduction  of  0.5  from  the  percentage  of  elongation 
specified  in  Section  6  shall  be  made  for  each  increase  of  ^  inch  in 
thickness  above  %  inch. 

(6)  For  material  ^  inch  or  under  in  thickness,  the  elongation 
shall  be  measured  on  a  gage  length  of  24  times  the  thickness  of  the 
specimen. 

8.  Bend  Tests,     (a)     Cold-bend  Tests. — The  test  specimen  shall 
bend  cold  through  180  degrees  without  fracture  on  the  outside  of 
the  bent  portion,  as  follows:     For  material  1  inch  or  under  in  thick- 
ness, flat  on  itself;  and  for  material  over  1  inch  in  thickness,  around 
a  pin  the  diameter  of  which  is  equal  to  the  thickness  of  the  specimen. 

(6)  Quench-bend  Tests. — The  test  specimen,  when  heated  to  a 
light  cherry  red  as  seen  in  the  dark  (not  less  than  1200°  F.),  and 
quenched  at  once  in  water  the  temperature  of  which  is  between 
80°  and  90°  F.,  shall  bend  through  180  degrees  without  fracture 
on  the  outside  of  the  bent  portion,  as  follows:  For  material  1 
inch  or  under  in  thickness,  flat  on  itself;  and  for  material  over 

1  inch  in  thickness,  around  a  pin  the  diameter  of  which  is  equal  to 
the  thickness  of  the  specimen. 

(c)     Bend  tests  may  be  made  by  pressure  or  by  blows. 

9.  Homogeneity  Tests.     For  firebox  steel,  a  sample  taken  from  a 
broken  tension  test  specimen  shall  not  show  any  single  seam  or 
cavity  more  than  %  inch  long,  in  either  of  the  three  fractures  obtained 
in  the  test  for  homogeneity,  which  shall  be  made  as  follows: 

The  specimen  shall  be  either  nicked  with  a  chisel  or  grooved  on 
a  machine,  transversely,  about  VIQ  inch  deep,  in  three  places  about 

2  inches  apart.     The  first  groove  shall  be  made  2  inches  from  the 
square  end;  each  succeeding  groove  shall  be  made  on  the  opposite 
side  from  the  preceding  one.     The  specimen  shall  then  be  firmly 

26 


STANDARD    SPECIFICATIONS 


held  in  a  vise,  with  the  first  groove  about  %  inch  above  the  jaws, 
and  the  projecting  end  broken  off  by  light  blows  of  a  hammer, 
the  bending  being  away  from  the  groove.  The  specimen  shall  be 
broken  at  the  other  two  grooves  in  the  same  manner.  The  object 
of  this  test  is  to  open  and  render  visible  to  the  eye  any  seams  due  to 
failure  to  weld  up  cr  to  interposed  foreign  matter,  or  any  cavities 
due  to  gas  bubbles  in  the  ingot.  One  side  of  each  fracture  shall  be 
examined  and  the  lengths  of  the  seams  and  cavities  determined,  a 
pocket  lens  being  used  if  necessary. 

10.  Test  Specimens,  (a)  Tension  and  bend  test  specimens  shall 
be  taken  from  the  finished  product,  and  shall  be  of  the  full  thickness 
of  material  as  rolled. 

(&)  Tension  test  specimens  shall  be  of  the  form  and  dimensions 
shown  in  Fig.  1. 

The  sheared  edges  of  bend  test  specimens  shall  be  milled  or 
planed. 


r  About  3--~      *!  r?arallel_8ectiqn_npt_le88  than_9__^ 


• — *&  -l-'^l'^  Etc. 
About  13"- 


FIG.  1 

11.  Number  of  Tests,     (a)     One  tension,  one  cold-bend,  and  one 
quench-bend  test  shall  be  made  from  each  plate  as  rolled. 

(6)  If  any  test  specimen  develops  flaws,  or  if  a  tension  test 
specimen  breaks  outside  the  middle  third  of  the  gage  length,  it  may 
be  discarded  and  another  specimen  substituted. 

IV.     PERMISSIBLE  VARIATIONS  IN  WEIGHT  AND  GAGE. 

12.  Permissible  Variations.     When  Ordered  to  Gage. — The  thickness 
of  each  plate  shall  not  vary  more  than  0.01%inch  below  that  ordered. 

An  excess  over  the  nominal  weight  corresponding  to  the  dimen- 
sions on  the  order  shall  be  allowed  for  each  plate,  if  not  more  than 
that  shown  in  the  following  table,  one  cubic  inch  of  rolled  steel 
being  assumed  to  weigh  0.2833  pound: 


CARNEQIE    STEEL    COMPANY 


Thick- 
ness 
Ordered, 
Inches 

Nominal 
Weight, 
Pounds 
per 
Square  Foot 

ALLOWABLE  EXCESS 
(EXPRESSED  AS  PERCENTAGE  OF  NOMINAL  WEIGHT) 
For  Width  of  Plate  as  follows: 

Under 
50  in. 

50  in. 
to 
70  in. 

70  in. 
and 
over 

Under 
75  in. 

75  in. 
to 
*100  in. 

100  in. 
to 
115  in. 

115  in. 

and 
over 

Vs    tO  %2 

5.10  to     6.37 

10 

15 

20 

%2  tO%6 

6.37  to    7.65 

8.5 

12.5 

17 

8/16   tO  % 

7.65  to  10.20 

7 

10 

15 

%• 

10.20 

10 

14 

18 

5/16 

12.75 

8 

12 

16 

% 

15.30 

7 

10 

13 

17 

Vie 

17.85 

6 

8 

10 

13 

Va 

20.40 

5 

7 

9 

12 

9/16 

22.95 

4.5 

6.5 

8.5 

11 

% 

25.50 

4 

6 

8 

10 

Over  % 



3.5 

5 

6.5 

9 

V.     FINISH 

13.  Finish.      The  finished  material  shall  be  free  from  injurious 
seams,  slivers,  flaws,  laminations  and  other  defects,  and  shall  have 
a  workmanlike  finish. 

VI.     MARKING 

14.  Marking.      The    name    of    the    manufacturer,    melt    or   slab 
number,  grade  and  lowest  tensile  strength  for  its  grade  specified  in 
Section  6,  shall  be  legibly  stamped  on  each  plate.     The  melt  or 
slab  number  shall  be  legibly  stamped  on  each  test  specimen  repre- 
senting that  melt  or  slab. 

VII.     INSPECTION 

15.  Inspection.      The  inspector  representing  the  purchaser  shall 
have  free  entry,  at  all  times  while  work  on  the  contract  of  the 
purchaser  is  being  performed,  to  all  parts  of  the  manufacturer's 
works  which  concern  the  manufacture *  of  the  material  ordered. 
The  manufacturer  shall  afford  the  inspector,  free  of  cost,  all  reason- 
able facilities  to  satisfy  him  that  the  material  is  being  furnished  in 
accordance    with    these    specifications.     All    tests    and    inspection 
shall  be  made  at  the  place  of  manufacture  prior  to  shipment,  and 
shall  be  so  conducted  as  not  to  interfere  unnecessarily  with  the 
operation  of  the  works. 

28 


STANDARD    SPECIFICATIONS 


AMERICAN  SOCIETY  FOR  TESTING  MATERIALS 

PHILADELPHIA,  PA.,  U.   S.  A. 

AFFILIATED     WITH     THE 

INTERNATIONAL  ASSOCIATION  FOR  TESTING  MATERIALS 
STANDARD    SPECIFICATIONS 

FOR 

BOILER   RIVET    STEEL 

ADOPTED  JUNE  1,   1912 

A .     Requirements  for  Rolled  Bars 

I.     MANUFACTURE 

1.  Process.     The  steel  shall  be  made  by  the  open  hearth  process. 

II.  CHEMICAL  PROPERTIES  AND  TESTS 

2.  Chemical  Composition.     The  steel  shall  conform  to  the  following 
requirements  as  to  chemical  composition: 

Manganese 0.30-O.50  per  cent. 

Phosphorus not  over  0.04       " 

Sulphur "       "     0.045     " 

3.  Ladle  Analyses.     To  determine  whether  the  material  conforms 
to  the  requirements  specified  in  Section  2,  an  analysis  shall  be  made 
by  the  manufacturer  from  a  test  ingot  taken  during  the  pouring 
of  each  melt.     A  copy  of  this  analysis  shall  be  given  to  the  purchaser 
or  his  representative. 

4.  Check  Analyses.     A  check  analysis  may  be  made  by  the  pur- 
chaser from   finished   material  representing  each   melt,   and  this 
analysis  shall  conform  to  the  requirements  specified  in  Section  2. 

III.  PHYSICAL  PROPERTIES  AND  TESTS 

5.  Tension  Tests,    (a)     The  steel  shall  conform  to  the  following 

29 


CARNEGIE    STEEL    COMPANY 


requirements  as  to  tensile  properties: 

Tensile  strength,  Ib.  per  sq.  in 45,000-55,000 

Yield  point,  min.,  Ib.  per  sq.  in 0.5  Tens.  str. 

Elongation  in  8  in.,  min.,  per  cent 1.500.000 

Tens,  str. 
(But  need  not  exceed  30  per  cent.) 

(6)  The  yield  point  shall  be  determined  by  the  drop  of  the 
beam  of  the  testing  machine. 

6.  Bend  Tests,      (a)      Cold-bend  Tests. — The  test  specimen  shall 
bend  cold  through  180  degrees  flat  on  itself  without  fracture  on  the 
outside  of  the  bent  portion. 

(6)  Quench-bend  Tests. — The  test  specimen,  when  heated  to 
a  light  cherry  red  as  seen  in  the  dark  (not  less  than  1200°  F.),  and 
quenched  at  once  in  water  the  temperature  of  which  is  between 
80°  and  90°  F.,  shall  bend  through  180°  flat  on  itself  without 
fracture  on  the  outside  of  the  bent  portion. 

(c)     Bend  tests  may  be  made  by  pressure  or  by  blows. 

7.  Test  Specimens.     Tension  and  bend  test  specimens  shall  be 
taken  from  the  finished  bars  and  shall  be  of  the  full-size  section  of 
material  as  rolled. 

8.  Number  of  Tests.     Two     tension,     two     cold-bend,     and     two 
quench-bend  tests  shall  be  made  from  each  melt. 

IV.     PERMISSIBLE  VARIATIONS  IN   GAGE 

9.  Permissible  Variations.    The  gage  of  each  bar  shall  not  vary 
more  than  0.01  inch  from  that  specified. 

V.     WORKMANSHIP  AND  FINISH 

10.  Workmanship.     The  finished  bars  shall  be  circular  within  0.01 
inch. 

11.  Finish.      The  finished  bars  shall  be  free  from  injurious  seams, 
slivers,    flaws   and   other  defects,    and   shall   have   a  workmanlike 
finish. 

VI.     MARKING 

12.  Marking.     Rivet  steel  shall  be  shipped  in  securely  fastened 
bundles,  with  the  melt  numbers  legibly  stamped  on  an  attached 
metal  tag. 

VII.     INSPECTION 

13.  Inspection.       The  inspector  representing  the  purchaser  shall 
have  free  entry  at  all  times  while  work  on  the  contract  of  the 
purchaser  is  being  performed,  to  all  parts  of  the  manufacturer's 

30 


STANDARD    SPECIFICATIONS 


works  which  concern  the  manufacture  of  the  material  ordered. 
The  manufacturer  shall  afford  the  inspector,  free  of  cost,  all  reason- 
able facilities  to  satisfy  him  that  the  material  is  being  furnished  in 
accordance  with  these  specifications.  All  tests  and  inspection 
shall  be  made  at  the  place  of  manufacture  prior  to  shipment,  and 
shall  be  so  conducted  as  not  to  interfere  unnecessarily  with  the 
operation  of  the  works. 

B.     Requirements  for  Rivets 

I.     PHYSICAL  PROPERTIES  AND  TESTS 

14.  Tension  Tests.    The   rivets,    if   tested,    shall   conform   to   the 
requirements  as  to  tensile  properties  specified  in  Section  5,  except 
that  the  elongation  shall  be  measured  on  a  gage  length  not  less 
than  four  times  the  diameter  of  the  rivet. 

15.  Bend  Tests.     The  rivet  shank  shall  bend  cold  through   180 
degrees  flat  on  itself,  as  shown  in  Fig.  1,  without  fracture  on  the 
outside  of  the  bent  portion. 


FIG.  1  FIG.  2 

16.  Flattening  Tests.     The  rivet  heads  shall  flatten,  while  hot,  to 
a  diameter  2^2  times  the  diameter  of  the  shank,  as  shown  in  Fig.  2, 
without  cracking  at  the  edges. 

17.  Number  of  Tests,     (a)     If  the  results  of  the  tension  tests  of 
the  bars  from  which  the  rivets  are  made  cannot  be  furnished,  one 
tension  test  from  each  size  in  each  lot  of  rivets  offered  for  inspection 
shall  be  made. 

(b)     Three  bend  and  three  flattening  tests  shall  be  made  from 
each  size  in  each  lot  of  rivets  offered  for  inspection. 

II.     WORKMANSHIP  AND  FINISH 

18.  Workmanship.     Rivets  shall  be  true  to  form,  concentric,  and 
shall  be  made  in  a  workmanlike  manner. 

19.  Finish.      Rivets    shall    be    free    from    injurious    scale,    fins, 
seams  and  other  defects. 

III.     REJECTION 

20.  Rejection.     Rivets  which  fail  to  conform  to  the  requirements 
specified  in  Sections  14,  15  and  16  will  be  rejected  and  the  manufac- 
turer shall  be  notified. 

31 


CARNEQIE  STEEL    COMPANY 


AMERICAN  SOCIETY  FOR  TESTING  MATERIALS 

PHILADELPHIA,  PA.,  U.   S.  A. 

AFFILIATED     WITH     THE 

INTERNATIONAL  ASSOCIATION  FOR  TESTING  MATERIALS 
STANDARD  SPECIFICATIONS 

FOR 

STEEL  REINFORCING  BARS 

ADOPTED  JUNE   1,  1912 

1.  Classes,     (a)     There  shall  be  three  classes  of  steel  reinforcing 
bars,  namely:    plain,  deformed  and  cold-twisted. 

(6)  Plain  and  deformed  bars  are  of  two  grades,  namely: 
structural  steel  and  hard. 

2.  Basis  of  Purchase,     (a)     The    hard    grade    will    be    used    only 
when  specified. 

(6)  If  desired,  cold-twisted  bars  may  be  purchased  on  the 
basis  of  tests  of  the  hot-rolled  bars  before  twisting,  in  which  case 
such  tests  shall  govern  and  shall  conform  to  the  requirements 
specified  for  plain  bars  of  structural  steel  grade. 

I.     MANUFACTURE 

3.  Process,     (a)     The  steel  may  be  made  by  the  Bessemer  or 
the  open  hearth  process. 

(6)  Bars  shall  be  rolled  from  new  billets.  No  re-rolled  material 
will  be  accepted. 

4.  Cold-twisted  Bars.     Cold-twisted  bars  shall  be  twisted  cold  with 
one  complete  twist  in  a  length  not  over  12  times  the  thickness  of 
the  bar. 


32 


STANDARD    SPECIFICATIONS 


II.     CHEMICAL  PROPERTIES  AND  TESTS 
5.     Chemical  Composition.     The  steel  shall  conform  to  the  following 


requirements  as  to  chemical  composition: 


not  over  0.10  per  cent. 
"     0.05   " 


6.  Ladle  Analyses.     To  determine  whether  the  material  conforms 
to  the  requirements  specified  in  Section  5,  an  analysis  shall  be  made 
by  the  manufacturer  from  a  test  ingot  taken  during  the  pouring 
of  each  melt.     A  copy  of  this  analysis  shall  be  given  to  the  purchaser 
or  his  representative. 

7.  Check  Analyses.     A  check  analysis  may  be  made  by  the  pur- 
chaser  from    finished    material   representing    each    melt    of    open 
hearth  steel  and  from  each  melt  or  lot  of  ten  tons  of  Bessemer  steel, 
in  which  case  an  excess  of  25  per  cent,  above  the  requirements  speci- 
fied in  Section  5  shall  be  allowed. 

III.     PHYSICAL  PROPERTIES  AND  TESTS 

8.  Tension  Tests,     (a)     The  steel  shall  conform  to  the  following 
requirements  as  to  tensile  properties: 

TENSILE  PROPERTIES 


Plain  Bars 

Deformed  Bars 

Cold- 

Properties 
Considered 

twisted 
Bars 

Structural 
Steel 
Grade 

Hard 
Grade 

Structural 
Steel 
Grade 

Hard 
Grade 

Tensile  strength 
Ibs.  per  sq.  in. 

55,000-70,000 

80,000  min. 

55,000-70,000 

80,000  min. 

Recorded 

Yield  point,  min. 

Ibs.  per  sq.  in. 

33,000 

50,000 

33,000 

50,000 

55,000 

Elongation  in  8 
in.,    min.,   per 

1,400,000! 

1,200,000! 

1,250,000! 

l,000,000l 

5 

cent 

Tens.  str. 

Tens.  str. 

Tens.  str. 

Tens.  str. 

iSee  Section  9. 

(6)  The  yield  point  shall  be  determined  by  the  drop  of  the 
beam  of  the  testing  machine. 

9.  Modifications  in  Elongation,  (a)  For  plain  and  deformed  bars 
over  %  inch  in  thickness  or  diameter,  a  deduction  of  1  from  the 
percentage  of  elongation  specified  in  Section  8  shall  be  made  for 
each  increase  of  %  inch  in  thickness  or  diameter  above  %  inch. 


33 


CARNEGIE    STEEL    COMPANY 


(6)  For  plain  and  deformed  bars  under  %e  inch  in  thickness 
or  diameter,  a  deduction  of  1  from  the  percentage  of  elongation 
specified  in  Section  8  shall  be  made  for  each  decrease  of  Vie  inch  in 
thickness  or  diameter  below  %e  inch. 

10.     Bend  Tests,     (a)     The  test  specimen  shall  bend  cold  around 
a  pin  without  fracture  on  the  outside  of  the  bent  portion,  as  follows : 

BEND  TEST  REQUIREMENTS 


Thickness 

Plain  Bars 

Deformed  Bars 

or 

Cold- 

of 
Bar 

Structural 
Steel 
Grade 

Hard 
Grade 

Structural 
Steel 
Grade 

Hard 
Grade 

Bars 

Under  %  in  .  . 

180  deg. 

180  deg. 

180  deg. 

180  deg. 

180  deg. 

d=t 

d  =  3t 

d=t 

d  =  4b 

d  =  2t 

%  in.  or  over  . 

180  deg. 

90  deg. 

90  deg. 

90  deg. 

180  deg. 

d=t 

d  =  3t 

d  =  2t 

d  =  4t 

d=3t 

EXPLANATORY  NOTE:     d=the  diameter  of  pin  about  which  the  specimen  is  bent. 
t=the  thickness  or  diameter  of  the  specimen. 

(6)      Bend  tests  may  be  made  by  pressure  or  by  blows. 

11.  Test  Specimens,     (a)     Tension  and  bend  test  specimens  for 
plain  and  deformed  bars  shall  be  taken  from  the  finished  bars,  and 
shall  be  of  the  full  thickness  or  diameter  of  material  as  rolled; 
except  that  the  specimens  for  deformed  bars  may  be  planed  or  turned 
for  a  length  of  at  least  9  inches,  if  deemed  necessary  by  the  manu- 
facturer to  obtain  uniform  cross-section. 

(6)  Tension  and  bend  test  specimens  for  cold-twisted  bars 
shall  be  taken  from  the  finished  bars,  without  further  treatment; 
except  as  provided  for  in  Section  2  (6). 

12.  Number  of  Tests,     (a)     At   least   one   tension   and   one   bend 
test  shall  be  made  from  each  melt  of  open  hearth  steel  and  from 
each  melt,  or  lot  of  ten  tons  of  Bessemer  steel.     If  material  from 
one  melt  differs  %  mcn  or  more  in  thickness  or  diameter,  tests  shall 
be  made  from  both  the  thickest  and  the  thinnest  material  rolled. 

(6)  If  any  test  specimen  develops  flaws,  or  if  a  tension  test 
specimen  breaks  outside  the  middle  third  of  the  gage  length,  it  may 
be  discarded  and  another  specimen  substituted. 

13.  Retests.   If  the  results  of  the  tension  tests  do  not  conform  to 
the  requirements  specified  in  Section  8,  a  retest  may  be  made. 


34 


STANDARD    SPECIFICATIONS 


IV.     PERMISSIBLE  VARIATIONS  IN  WEIGHT 

14.  Permissible  Variations.     The  weight  of  any  lot  of  bars  shall  not 
vary  more  than  5  per  cent,  from  the  theoretical  weight  of  that  lot. 

V.     FINISH 

15.  Finish.     The  finished  bars  shall  be  free  from  injurious  seams, 
slivers,   flaws  and  other  defects,   and  shall  have  a  workmanlike 
finish. 

VI.     INSPECTION 

16.  Inspection.     The  inspector  representing  the   purchaser  shall 
have  free  entry,  at  all  times  while  work  on  the  contract  of  the 
purchaser  is  being  performed,  to  all  parts  of  the  manufacturer's 
works  which  concern  the  manufacture  of  the  material  ordered. 
The  manufacturer  shall  afford  the  inspector,  free  of  cost,  all  reason- 
able facilities  to  satisfy  him  that  the  material  is  being  furnished  in 
accordance  with  these  specifications. 


35 


CARNEGIE    STEEL    COMPANY 


ORDERING  MATERIAL 

GENERAL  INSTRUCTIONS 

Structural  steel  for  bridges,  buildings  and  ships,  steel  reinforce- 
ment bars  and  open  hearth  boiler  plate  and  rivet  steel  are  rolled 
to  permissible  variations  given  in  the  specifications  which  precede. 
In  cases  of  design  which  require  close  fitting,  allowance  should  be 
made  for  such  rolling  variations  so  as  to  insure  ample  clearance 
between  abutting  or  interfitting  surfaces. 

All  dimensions  given  on  profiles  are  theoretical.  Wherever  the 
profile  applies  to  more  than  one  weight  of  section,  the  dimensions 
are  for  the  minimum  weight. 

Weights  of  rails  are  given  per  lineal  yard  of  section,  but  unless 
otherwise  indicated,  all  other  weights  are  per  lineal  foot.  Sections 
having  but  one  weight  specified  can  be  rolled  only  to  the  weight 
given. 

Structural  Beams,  H-Beams,  Structural  Channels,  Shipbuilding 
Channels,  Bulb  Angles,  Bulb  Beams,  United  States  Steel  Sheet 
Piling,  Tees  and  Zees  should  be  ordered  to  weight  per  foot;  Angles 
may  be  ordered  either  to  weight  per  foot  or  to  thickness. 

Orders  for  Plates  should  specify  all  dimensions  in  inches. 

Orders  for  Rounds,  Squares  and  other  Bar  Mill  Products 
should  specify  width  and  thickness  in  inches  and  the  length  in 
feet  and  inches. 

Rails,  Ties  and  other  track  accessories  should  be  ordered  by 
section  number  and  not  by  the  weight  per  foot.  The  section 
number  should  also  be  specified  on  orders  for  all  other  sections. 

The  Association  of  American  Steel  Manufacturers  has  recom- 
mended certain  angle  sections  as  standard  for  bridge,  car,  ship  and 
general  building  construction,  and  quicker  deliveries  can  be  obtained 
by  ordering  these  standard  sizes  and  weights.  Angles  not  standard 
are  marked  "special"  on  the  profile  pages. 

In  the  calculation  of  the  areas  and  weights  of  the  various  sections 
herein  shown,  the  fillets  have  been  disregarded  in  accordance  with 
the  rules  of  the  Association  of  American  Steel  Manufacturers. 

36 


INCREASE  IN  SECTIONAL  AREAS 


The  above  figures  show  the  method  of  increasing  the  sectional  areas  and 
weights  of  structural  shapes.  Cross  hatched  portions  represent  the  minimum 
sections  and  the  blank  portions  the  added  areas. 

In  the  case  of  Channels,  I-Beams  and  Bulb  Beams,  the  enlargement  of  the 
section  adds  an  equal  amount  to  the  thickness  of  the  web  and  the  width  of 
the  flanges.  In  the  case  of  Angles  and  Zees,  the  effect  of  spreading  the 
rolls  is  slightly  to  increase  the  length  of  the  legs.  Many  of  the  sizes,  however, 
are  rolled  in  finishing  passes  whereby  the  exact  dimensions  are  maintained 
for  different  thicknesses. 

Inasmuch,  however,  as  these  passes  are  modified  in  the  wear  of  the  rolls, 
it  is  impracticable  to  stats  what  the  exact  dimensions  will  be,  except  in  the 
case  of  the  minimum  weight  sections.  Designers  and  detailers  of  structural 
work  should,  therefore,  arrange  for  ample  clearances. 


37 


CARNEGIE    STEEL    COMPANY 


BEAMS  AND  CHANNELS 
COMMON  DIMENSIONS 


SUPPLEMENTARY  BEAMS 


0=3.82t— 0.10     1 

t  =0.01125d+0.12        p,  computed 
n  =0.01875d+0.09        r=1.48t+0.02 

m=n+"T?  R=16.78t— 0.66 

Slope  of   Flange,  1 :  6=16%%=9  °  27'  42" 


STRUCTURAL  BEAMS 


n=minimum  web=t 
R=minimum  web  +  0.10 
r  =  T8g  minimum  web 
Slope  of  Flange,  1:6=16%%=9°  27'  42" 


STRUCTURAL  CHANNELS 


n  =minimum  web  =t 
R=minimum  web  +  0.10 
r  =  T%  minimum  web 
Slope  of  Flange,  1:6  =  16%%  =  9°  27'  42" 


All  dimensions  are  in  inches  and  apply  only  to  the  minimum  weight  Beams  or  Channels. 

Dimensions  given  for  Structural  Beams  are  those  adopted  in  1896,  by  the  Association  of 
American  Steel  Manufacturers  and  apply  to  all  Beam  Sections  shown  on  the  pages  which  follow , 
except  the  American  Standard  Beam  Sections  B  1,B2  and  B3,  Beam  Sections  B  24  and  B81,  and 
Supplementary  Beams  B  31  to  B  38,  inclusive. 

Dimensions  shown  for  Structural  Channels  are  those  adopted  by  the  Association  of  American 
Steel  Manufacturers  and  apply  to  all  Structural  Channel  Sections  except  C20 

38 


BEAMS 


STRUCTURAL  BEAMS 

:                   7-SD         *j 

s 

§ 

fc 

MC 

_J^ 

*   f~ 

> 

r-  —  j 

*-  1  *B  31 

a 

Hi 

^~-^~— 

0.208  ~  C             ,.      i  |T 

*g*-—  3.688  ^g 
i-i 

.     .          w  •  ,                  Flange  Width.                    Web  Thickneaa, 
%&           ^±°'        pe^l                     '—                                 I-*- 

11101168                           i     Decimal       Fractional       Decimal       Fractional 

*B31                  27                83.0             7.500              7M              0.424                if 

*  Supplementary  Beam. 

CARNEGIE    STEEL    COMPANY 


STRUCTURAL  BEAMS— Continued 

-  —  7.875" ->i  K- 7.00" 


3      B24 


__i 


Bl 


Section 
Index 

Depth  of 
Beam, 
Inches 

Weight 
per  Foot, 
Pounds 

Flange  Width, 
Inches 

Web  Thickness, 
Inches 

Decimal 

Fractional 

Decimal 

Fractional 

115.0 

8.000 

8 

0.750 

H 

B24 

24 

110.0 

7.938 

7if 

0.688 

H 

105.0 

7.875 

7% 

0.625 

5A 

100.0 

7.254 

7M 

0.754 

74 

95.0 

7.193 

•7ft 

0.693 

li 

B     1 

24 

90.0 

7.131 

7ys 

0.631 

N 

85.0 

7.070 

7& 

0.570 

i98 

80.0 

7.000 

7 

0.500 

y* 

BEAMS 


STRUCTURAL  BEAMS— Continued 


* 7.00 


,* 6.50-' 


_5.88 
0.60' 


'B  32 


5.31 


"B33 


4..J 


0.172^-'  y 


'—  3.072 


„    ;  S^ 

'-»« 


0.195-J  -; 


S~—  3.305— 


Section 
Index 

Depth  of 
Beam, 
Inches 

Weight 
1    per  Foot, 
Pounds 

Flange  Width, 
Inches 

Web  Thickness, 
Inches 

Decimal 

Fractional 

Decimal 

Fractional 

*B32 
*B33 

24 
21 

69.5 
57.5 

7.000 
6.500 

7 
61A 

0.390 
0.357 

u 

N 

*  Supplementary  Beams. 


41 


CARNEQIE    STEEL    COMPANY 


STRUCTURAL  BEAMS—  Continued 


—        —6.25  =  —         - 


0.70  "--» 


B  2 


0.60 


*_ 


B3 


W-—  3.200"—  H 


U-  2.875"--*]   § 


Section 

Depth  of 

FlangeWidth, 

Web  Thickness, 
Inches 

Index 

Beam, 

per  Foot, 

Inches 

Pounds 

Decimal 

Fractional 

Decimal 

Fractional 

100.0 

7.284 

7592 

0.884 

g 

95.0 

7.210 

741 

0.810 

it 

B2 

20 

90.0 

7.137 

7* 

0.737 

« 

85.0 

7.063 

7A 

0.663 

§i 

80.0 

7.000 

7 

0.600 

41 

75.0 

6.399 

6J3 

0.649 

** 

B3 

20 

70.0 

6.325 

6|i 

0.575 

65.0 

6.250 

0.500 

/^ 

42 


BEAMS 


f~" 

8 

t> 

*... 
f" 
8 

CO 

t... 

r 
(... 

STRUCTURAL  BEAMS—  Continued 

n              BS,              r 

\      ^                                                            14  4Q9  '                                                         ^       1 

0.659" 

1.195" 
. 

% 
..j 

0.460" 

0.922" 

""* 

;  • 

el 

--.* 

0.427" 

1 

d 
.i 
1- 

...i 

\\                                1  0.562"                         iy 

j         '        1 

_>/                                                                                                            0.34  VL. 

i        B8°,,        r 

1  c  207                          -                        -  ->•     / 

V;                                          ;  0.460"                                1  7 

/           '          "\ 

J                                                                                                                  0.28  VL 

\*B  34                                       / 
^...        ...           _..13932'1—                               ..JM&*L 

p*                                               ld.932                                             >p        ^* 
i  j                                                   ,i,0.322"                                      :     jJ.. 

/                                                                                              -:°^\ 

Se< 
In 

no^K    r         w  •  u+                Flange  Width,                     Web  Thickness, 
f?          DB±?'       pSt,   '                '•*-                              I— 

Inches            Pounds     i     Dec5raa!        Fractional        Decimal        Fractional 

90.0              7.245            7M              0.807              ft 
RR1                  1S                85.0              7.163             7&                0.725               §3 
80.0              7.082             7&                0.644               jM- 
75.0'             7.000            7                  0.562     i          A 

70.0             6.259            64J               0.719              §3 
65.0              6.177             6H                0.637               H 
60.0              6.095             6&                0.555               T98 
55.0              6.000             6                   0.460               || 

*B34                 18                46.0              6.000             6                   0322               *J 

*  Supplementary  Beam. 

CARNEGIE    STEEL    COMPANY 


f~ 

1 

o 
1 
1 
1 
1 
1 
1 

1 

*— 

i 
1 

1 

*§ 

MS 

| 
1 

| 
1 
I 

i 

r~ 

I 

STRUCTURAL  BEAMS—  Continued 

A         Bs         I 

1                 L^_                                                                                                        11      740                                                                                                                ^                 / 

^0.590* 
1.041* 

V  1                                              1  0.590  " 

•J 

0.69M 

4 

U«o' 

0.834* 

"A                                  B  7 

I 

VJ                                                 1  0.410" 

*\J 

/ 

\ 

0.25  ^ 

ij 

1371" 

o 
-0.805" 

y 

*B  35 

\                                     11  ^80  " 

;  ; 
1.810/ 

V^     i                                            ^0.289" 

:  "7" 

( 

^00'        M-/ 

S.i  0.451 

Section 
Index 

Depth  of          Weight                 Flange  Width, 
Beam,           per  Foot, 

Web  Thickness, 
Inches 

inches            Bounds           Decjmal        Fract 

onal        Decimal        Fractional 

B    5 

B    7 
*B35 

75.0             6.292               6£ 
15                70.0             6.194               6T 
65.0             6.096              63 
60.0             6.000              6 

55.0             5.746              53- 
15                50.0             5.648              5* 
45.0              5.550               5g 
42.0              5,500               51 

15                36.0             5.500              5^ 

1              0.882                y8 
8               0.784                 §§ 
j               0.686                 H 
0.590                3§ 

^              0.656                l\ 
\              0.558                i9B 
J               0.460                if 
i              0.410                & 

i              0.289                if 

*  Supplementary  Beam. 

44 


BEAMS 


'5 

"i 
r~ 

L. 
t 

f- 

s 

t... 

STRUCTURAL  BEAMS—  Continued 

A             1      /i 

\  H             :-«»--                 / 

0.460' 

0.859* 
"7 
1 
*l 

1 

__t 

i 

0.350* 
0.738* 

V                                    io.46o"                           ,y 

r               '              oi> 

^/                                                                                                                       0.28"Vl 

~\         B,         r 

V                                                              10.350"                                                 \J 

•J                                                                                                                             0.21'W 

1 

i 

CO 

V 

\         #  . 

^0.315" 

S 

0 

"*  0.710" 
""Tj 

i 

"A                                    *B  36                                        1 

\                                                                                                           wz«"/ 

\                                                                                   &  C9«"                                                             3^T*^^/      » 

V,      i                                                1  0.255"                                     i     _/-- 

r                        iP$ 

|            r\ 

Sec 
In. 

De  th  of          Weight                Flange  Width,                    Web  Thickness, 
lion              T>                         T?    A                       Inches                                   inches 

Inches            Pounds          Decimal     |  Fractional        Decimal        Fractional 

55.0             5.611               5f|              0.821 
50.0             5.489              5gi              0.699 
B    8                  12                45.0             5.366              5§f              0.576 
40.0             5.250              5^              0.460               jjf 

35.0             5.086              5&              0.436                & 
31.5             5.000              5                  0.350                H 

*B36                  12                27.5             5.000              5                  0.255               K 

*  Supplementary  Beam. 

45 


CARNEGIE    STEEL    COMPANY 


STRUCTURAL  BEAMS—  Continued 

T" 

0.310" 

Bll 

K-                               —                     -    7  959" 

5 

!                                              10.810* 

0.673" 

r 

L}\ 

J 

J 

3 

ji_ 

u 

-4 

«- 

"1                               *B37 

,/ 

KOT" 

\          ,<  7126---       -  - 

...J.A5T7, 

rl< 

/ 

0 

^ 

V_    !                                       10.232" 

CO 

:  0.647 

^ 

r 

^N 

-•"4 

\ 

Si  0.37  \ 

o,-     ;     V 

"o 

*.... 

j 

\ 

..J 

"\                              B13 

,r 

V                                           10.290" 

.  ^ 

87* 

0.6 

'  / 

0.39  A          *0 

/ 

\  : 

i  / 

0.17Aj,_i 

K-                                                              9 

"** 

Section 

Depth  of          Weight                 ^TnchT^ 

Web  Thickness, 
Inches 

inches            Pounds          Decimal        Frac 

tional        Decimal        Fractional 

40.0              5.099               5 

33j               0.749                H 

B  11 

lf)                 35.0              4.952               4 
30.0              4.805               4 

%l               0.602 
}i               0.455 

if 
If 

25.0              4.660               4 

Si               0.310 

*B37 

10                22.0             4.670              4 

gf               0.232 

J| 

35.0             4.772              4 

If              0.732 

cf 

B  13                    9                30.0             4.609              4 

If              0.569 

T9H 

25.0              4.446               4 

ii               0.406 

if 

21.0             4.330              4 

0.290                M 

*  Supplementary  Beam. 

46 


BEAMS 


Section 
Index 


STRUCTURAL  BEAMS— Continued 


.- 5.426 »~---f- 


Flange  Width, 
Inches 


Depth  of          Weight 

Beam,      j    per  Foot,     

Inches  Pounds          Decimal        Fractional 


Web  Thickness, 
Inches 


Decimal       Fractional 


B  15 

*B38 
B  17 


25.5 
23.0 
20.5 
18.0 

17.5 

20.0 
17.5 
15.0 


4.271 
4.179 
4.087 
4.000 

4.330 

3.868 
3.763 
3.660 


3&f 


0.541 
0.449 
0.357 
0.270 

0.210 

0.458 
0.353 
0.250 


1  Supplementary  Beam. 


47 


CARNEGIE    STEEL    COMPANY 


STRUCTURAL   BEAMS— Concluded 


Section 
Index 

Depth  of 
Beam, 
Inches 

Weight 
per  Foot, 
Pounds 

Flange  Width, 
Inches 

Web  Thickness, 
Inches 

Decimal 

Fractional 

Decimal 

Fractional 

17.25 

3.575 

m 

0.475 

it 

B19 

6 

14.75 

3.452 

3|| 

0.352 

u 

12.25 

3.330 

3fi 

0.230 

if 

14.75 

3.294 

3£! 

0.504 

14 

B21 

5 

12.25 

3.147 

3S95 

0.357 

U 

9.75 

3.000 

3 

0.210 

Ji 

10.5 

2.880 

2% 

0.410 

if 

B23 

4 

9.5 

2.807 

21i 

0.337 

Ji 

8.5 

2.733 

2ft{ 

0.263 

U 

7.5 

2.660 

2H 

0.190 

T35 

7.5 

2.521 

m 

0.361 

U 

B77 

3 

6.5 

2.423 

2§J 

0.263 

i! 

5.5 

2.330 

m 

0.170 

tt 

48 


BEAMS 


H-BEAMS 


Section 

Beam  ,          per  Foot 
Inches            Pounds 

"TEff"1- 

Web  Thickness, 
Inches 

Decimal 

Fractional 

Decimal 

Fractional 

H  4 
H  3 
H  2 
H  1 

8 
6 
5 
4 

34.0 
23.8 
18.7 
13.6 

8.000 
6.000 
5.000 
4.000 

I 
I 

0.375 
0.313 
0.313 
0.313 

f 

H-Beams  shown  on  this  sheet  are  particularly  adapted  for  use  in  inside  mine  timbering.  Full 
information  as  to  their  properties  and  uses  is  given  in  separate  pamphlets  entitled  "Steel  Mine 
Timbers." 


49 


CARNEGIE    STEEL    COMPANY 


fif 

p 

^%' 

i.  
K*» 

BULB  BEAMS                                  ^ 

::j 

rr\       "m    «;  iJ. 

%: 

i 
i 

M"^ 

o 

1 
1 

.  A 
*T 

%%i 

i 
1 

i 

-~] 

%2 

i 

S 

tj  [-K^               ^ 

\    \8            L                                              in"                                           I 

1  *\                                                                                                     "    \ 

T         *B  101         /-^--j        1 
,  LI    i**                 /   V1         L 

2XS 

/^                                                                             ^\                       v1                            **' 

r               xj__i    *-f 

I                                                  q"                                                                                 *  a      / 

J-     y                                                                ^<?    / 
T—  x-X                      *B102                   "    / 
J  TA                  %'x    J 

^                                  (  - 

1               '  L    /^                    A 

t 

i 

i 

K  %" 

i 

i 
i 
i 

i 

T  I                                   \ 

I       %  I                                                       L                                                                  Q"                                                    \ 

\       $                                                                                                                     8      " 

\1      y*    *B1°3              /^-J                                  I 

^i^L-jO!                                 /         I    *' 

^ 

,        ,      ^1-J         .IT 

J                    -STA     """"'I' 

^; 

--M         ni 

U                              c"                         I   - 

1 

Section 
Index 

w~  1.+             Flange  Width,                    Web  Thickness,           Increase 
Depth,  _?r<i£X                   Inches                                   Inches                  and    wi 
Inches   E^1^-1^0011'                                                                                            each  ad 

in  web 
Ith  for 
ditional 
er  foot 

rounds       Decimai        Fractional        Decimal        Fractional     pound  p 

*B  IOC 
*B  101 
*B  102 
*B  10S 
*B  10£ 

10         36.6          5.500              5^              0.625               ^                  0  Q29 
28.1          5.250              5Ji              0.375               ^ 
30.1          5.125              5^              0.563               A 
24.3          4.938              4}f               0.375               ^ 
24.2          5.156              5&              0.469               if 
20.0          5.000              5                  0.313               T5S 
23.3          5.094              5A              0.531               45 
7         18.1          4.875              4J^              0.313               TBS 
17.2          4.524              4J5              0.430               & 
>        6          14.0          4.375               4?/g               0.281                ^T 

*  Furnished  only  by  special  arrangement. 

50 


BULB  SECTIONS 


BULB  ANGLES 


Section 
Index 

Depth, 
Inches 

Weight 
per  Foot, 
Pounds 

Flange  Width, 
Inches 

Web  Thickness, 
Inches 

Decimal     j  Fractional 

Decimal 

Fractional 

*B  130a 
*B  130 
*B  131 
*B  132 
*B141 
*B133 
*B  140 

10 
10 
9 

8 

7 
7 
7 

32.0 
26.6 
21.8 
19.3 
20.0      - 
18.3 
16.1 

3.500              3H 
3.500              3y2 
3.500              3*A 
3.500              3*A 
3.000              3 
3.000              3 
3.000              3 

0.625 
0.484 
0.438 
0.406 
0.500 
0.438 
0.344 

H 

8 

3 

1 

g 

*  Furnished  only  by  special  arrangement. 


51 


CARNEGIE    STEEL    COMPANY 


lit 

F 

CO 

%< 

1L    _. 

BULB  ANGLES—  Concluded                     «~ 
f"  x-x         *  B  142 

J#     V     1^        J 

%" 

"eo 

d 

.._J 

v  L 

*B  134                       L         -e'-'-  * 

,5x,' 

—  T: 
^, 

%[ 

lk       ,K/                     /l'I                                               P 

^    1 

k 

tf» 

f-— 

1 

CO 

f 

i 
i  ii/ 
i*J: 

«"                                                    *"R  1^^ 

ff\ 

7    1          V_                      /8|         ^ 

i  k 

i 

£ 

•"•? 
i 

^ 

<M 

o/'j 
2«i 

K-> 

*B  136                                               *B  137 

c\^^rr\ 

L      ^«               /     JT    7        v           8x.\     J 

S\    v       i    N^ 

H_V 

r"" 

! 
* 
•>? 

0 

1 
1 

%  *• 

i                i                           „        i 

5/ 

—  T 

i 

\N 

T 
*1 

n                                                                                                     ^^ 

^v 

*B122       ,x.                                              *B123 

r^                 PC-tf, 

L^i/B       ffv!  „, 

*  — 

J  i                ;  L  Vj  f±± 

k 

1 

Sect 
Ind 

Wo.  ,.                Flange  Width,                     Web  Thickness, 

r     !Dxh'   J**       Inches            Inches 

rounds          Decimal        Fractional        Decimal        Fractional 

*B  134                 6                 17.3             3.000              3                  0.500                H 
*B  142                 6                  15.0              3.000               3                   0.406                £g 
*B  135                6                 13.8             3.000              3                  0.375                % 
*B  136                6                 12.4             3.000              3                  0.313                T5S 
*B  137                5                 10.0             2.500              2^              0.313                r5g 
*B  122                4                 14.3             3.500              3K              0.500                H 
*B  123                4                 11.9             3.500              3H              0.375               % 

*  Furnished  only  by  special  arrangement. 

r>2 


CHANNELS 


STRUCTURAL  CHANNELS 

T 

1 

* 

L 

L 

JlO.Zlf 

—3.000-  ri 

|    ci                  'a~* 

cL      i       i- 

u 

^0.19' 
_aO|50 
«—  1—3.625"  4 

1     C20 

880"         "       —  -  —  ^?A 

.^---^i 

j<  4.00-  > 

it  3.40-  H 

Section 
Index 

n      .     ,         w  .  .                   Flange  Width,                    Web  Thickness, 
Depth  of         Weight                      j    h                                     Inchea 
Channel.        per  Foot,    I 

Inches            Pounds      |     I)ecilDai 

Fractional        Decimal 

Fractional 

C  1 
C20 

55.0             3.818 
50.0             3.720 
45.0             3.622 
15                40.0             3.524 
35.0             3.426 
33.0             3.400 

50.0             4.416 
45.0             4.303 
13                40.0             4.190 
37.0             4.122 
35.0             4.077 
32.0             4.000 

311              0.818 
3M              0.720 
35^              0.622 
3U              0.524 
3ll              0.426 
3M              0.400 

4i?              0.791 
4if              0.678 
4j%              0.565 
4^              0.497 
4S\              0.452 
4                  0.375 

11 

H 

\ 

53 


CARNEGIE    STEEL    COMPANY 


STRUCTURAL  CHANNELS  —  Continued 


C2 

-9.910- 


.0.280 


\   fb.280* 

T 


0.723* 


"1    o.240* 


C3 


0.633" 


Index 

Depth  of 
Channel, 
Inches 

Weight 
per  Foot, 
Pounds 

Fia&rh' 

Web  Thickness, 

Inches 

Decimal 

Fractional 

Decimal 

Fractional 

40.0 

3.418 

3f| 

0.758 

12 

35.0 

3.296 

3if 

0.636 

11 

C2 

12 

30.0 

3.173 

3H 

0.513 

33 

j 

25.0 

3.050 

3£ 

0.390 

11 

20.5 

2.940 

211 

0.280 

$ 

35.0 

3.183 

3  A 

0.823 

II 

30.0 

3.036 

33Jj 

0.676 

64 

03 

10                25.0 

2.889 

2f| 

0.529 

11 

20.0 

2.742 

2H 

0.382 

y% 

15.0 

2.600 

211 

0.240 

\i 

54 


CHANNELS 


STRUCTURAL  CHANNELS  -  Continued 


Section 
Index 


Depth  of 

Channel, 

Inches 


Weight 
per  Foot, 
Pounds 


lange  Wi< 
Inches 


Width, 


Decimal 


Fractional 


Web  Thickness, 
Inches 


Decimal        Fractional 


C4 


C5 


C6 


25.0 
20.0 
15.0 
13.25 

21.25 
18.75 
16.25 
13.75 
11.25 

19.75 
17.25 
14.75 
12.25 
9.75 


2.815 
2.652 
2.488 
2.430 

2.622 
2.530 
2.439 
2.347 
2.260 

2.513 
2.408 
2.303 
2.198 
2.090 


211 
2|J 


2« 


0.615 
0.452 
0.288 
0.230 

0.582 
0.490 
0.399 
0.307 
0.220 


2|J  0.633 

2Ji  0.528 

2J|  0.423 

2«  0.318 

2A  0.210 


55 


CARNEGIE    STEEL    COMPANY 


STRUCTURAL  CHANNELS—  Concluded 


T0.200' 


T™ 
i 

y.M* 

Vi°'30" 

C7 

4.518"  
1  0.200" 

fli 

31  1 

J 


0.413* 


3    Vw  71371  9 

jj  V;  -7   y-ij^p^  , 


Section 
Index 

Depth  of 
Channel, 
Inches 

Weight 
per  Foot, 
Pounds 

Flange  Width, 
Inches 

Web  Thickness, 
Inches 

Decimal 

Fractional 

Decimal 

Fractional 

15.5 

2.283 

2$j 

0.563 

ins 

C    7 

Q 

13.0 

2.160 

2  3* 

0.440 

175 

10.5 

2.038 

23V 

0.318 

I5a 

8.0 

1.920 

HI 

0.200 

II 

11.5 

2.037 

23V 

0.477 

U 

0    8 

5 

9.0 

1.890 

IBI 

0.330 

14 

6.5 

1.750 

1M 

0.190 

I38 

7.25 

1.725 

IP 

0.325 

li 

C    9 

4 

6.25 

1.652 

IM 

0.252 

5.25 

1.580 

m 

0.180 

& 

6.0 

1.602 

in 

0.362 

«q 

C72 

3 

5.0 

1.504 

0.264 

ii 

4.0 

1.410 

14f              0.170 

64 

56 


CHANNELS 


SHIP  BUILDING  CHANNELS 

I       ^.650' 

T~rs|o. 

so" 

-T~T 

i 

i 

i 

% 

*« 

C170 

I 

•<                                                   0  530  "                                                v 

. 

^ 

i 

"  H  ojao* 

T 

1   "-' 

Teoo' 

"^0.30* 

T 

, 

C160 

1 

'7 

K      •                                                       ISPl"                                                        >. 

T 

b^"                                           10.W-                         U       . 

i 

1 

e 

WOO* 

T 

Section 
Index 

Depth  of         Weight                 MTnechSdth>                     Webl^ 
Channel,         per  Foot, 

bickness, 
ches 

inches           bounds          Decimal        Fractional        Decimal 

Fractional 

50.0             4.140              4/?              0.840 

H 

48.4            4.100             4333              0.800 

H 

46.3             4.050              4^              0.750 

M 

C  170 

12                44.3             4.000              4                  0.700 

If 

40.0             3.895              3||              0.595 

if 

35.0             3.773              3if              0.473 

H 

1 

40.0             4.091              4&              0.741 

JJ 

C160 

36.9             4.000              4                  0.650 
34.4             3.925              3|1              0.575 

H 
K 

31.8            3.850             3§3              0.500 

j^ 

30.0            3.797              3fJ              0.447 

§1 

57 


CARNEGIE    STEEL    COMPANY 


T" 
1 

s 

CO 

1 
1 

1 

.A 

T" 

i 
i 
*i 

i 

i 
i 

JL-. 

SHIP  BUILDING  CHANNELS—  Continued 

^    i* 

r              r 

C  150 

1     *  g  126"                                          >l     1 

3.450* 

~~t 

J 

1 
1 
_i 
3.550" 

U06" 

T 
i 
i 

t1 

i 
i 

1       K                                                                0.1-0                                                                /i 

b°-4°                                                      10.500'                            i  J 

^  10"—     —                            ->i 

1  < 

^  0.30" 

C150b 

h°-«"                                    '            10.375-                        J  J 

).469* 

1 
] 

e 

, 
J 

1       fo.600' 

r~~r^o.3o"                                        r~i"  | 

C  140                                   1 

l<  6.824'^  »( 
tl0'40"                                        ,0.450'                      J 

'0.700" 

T 

Section 
Index 

Depth  of         Weight                 Flange  Width,                     Web  Thickness, 
Channel,        per  Foot,    !                 Inches                                  Inches 

rounds          Decimal        Fractional        Decimal 

Fractional 

C  150 
C  150b 
C  140 

30.6             3.600              341              0.600 
10                28.9             3.550              3|f              0.550 
27.2             3.500              3^              0.500 

10                21.8             3.375              3ys              0.375 

34.7             4.000              4                  0.650 
9                31.7             3.900              3§|              0.550 
28.6             3.SOO               3gJ              0.450 

u 

H 

M 

H 

S4 

If 
if 

58 


CHANNELS 


SHIP  BUILDING  CHANNELS—  Co 

p|  0.30" 

C130 

•:         I 

ntinued 

"i    fo.475" 

CO 

^0-35"                               10.415"              L 

0.525" 

1                                      ff  T 

•    !0.374" 
""R0.16" 

So       1                        C  131 

1                                3 

1    r  6.209-  

ViO.34"                             i  0.344"              jj            i 

*                                                                                           n  578" 

t                           i 

H 

i        '         '         - 
1 

J                            C  120 

*                K  5.262"  >) 
I0'35"                              .10.450'          \) 

w 

\ 

0.525* 

1 

_n    T 

1 

l«  —                               7                                 —3 

De  th  of          Weight                Flange  Width,                     Web  Thickness, 
Section           Channe  ,        per  Foot,                     Inches                                  Inches 

ln  Ci               Inches            Pounds          Decimai        Fractional 

Decimal 

Fractional 

26.5             3.600              3JI 

°  13°                 8                 23^8             3.500              3Y2 
21.5             3.415              311 

C  131                  8                 17.6             2.875              2% 

23.3             3.550              3if 
C  120                 7                 22.1             3.500              3>* 
20.9             3.450              3§| 

0.600 
0.550 
0.500 
0.415 

0.344 

0.550 
0.500 
0.450 

y 

H 

11 

U 

H 

§1 

59 


CARNEGIE    STEEL    COMPANY 


SHIP  BUILDING  CHANNELS— Continued 


i... 


1  fen* 


C121 

5.462'i 

' 1 0.313  " 


>| 

1    10.46 

'  T 
c  no  s 

-:0.25* 

0.530 

a-'.__ 4 

~*  ^-    if 

\    ',0.340 

*'"r\o.so" 
j  C  109  *S 

°'25/  i  0.350  *          ,*.   ^     4 

07410" 

]«. 6" j 


Section 
Index 


C  121 

C  110 
C  109 


Depth  of 

Cnannel, 

Inches 


Weight 

por  Foot, 

Pounds 


18.6 
16.5 
15.6 

21.5 
19.0 

15.0 


Flange  Width, 
Inches 


Decimal 


3.438 
3.350 
3.313 

3.685 
3.560 

3.500 


Fractional 


m 


Web  Thickness, 
Inches 


Decimal 


0.438 
0.350 
0.313 

0.535 
0.410 

0.350 


Fractional 


if 


60 


CHANNELS 


SHIP  Bl 
i  — 

:•••:!:.      L 

[JILDING  CHANNELS 

>0.25" 

1                 C  107 

1      .  ,  4.084"-  .      i 
V   ;0.50"                   10.313"  \J, 

—  Concluded 

1  rq.28p" 

T' 

^  i 

0.50 

• 

t  

T 

Vl6" 

C  108 

—  -4.390--  •», 
;  0.313"     \) 

1  fcttS" 

|    'I 

J 

"*  6^488" 

1 

"  *C190   I"   .1 

U-1.660-,            g 

\~  Q.25^  0.25V    ,        ;    , 

(£438 

-*  *- 
*             !  ;°~ 

i  "YM«c  200  r  % 

*o                                      „ 

s     I  r  —  2-665  —  * 

i         v;>28*.     io.soo'ij 

i     IT 

31"                          [    ' 

i                                                        0.5 

„ 

Section           ^P*0  of 

Weight 
per  Foot, 
Pounds 

Flange  Width, 
Inches 

Web  Thickness, 
Inches 

Decimal        Fracti 

onal        Decimal     |   Fractional 

C  107                 6 

C  108                 6 
*C200                 4 
*C  190                 3 

18.1 
13.0 

12.5 
13.6 

7.1 

3.063              3^ 
2.813              2f 

2.563              2T9, 
2.500              2^ 
1.984              If, 

1              0.563                T9S 
[              0.313                A 

j              0.313                TBB 
5              0.500                H 
f              0.25                  M 

*  Furnished  only  by  special  arrangement. 

61 


CARNEGIE    STEEL    COMPANY 


•*_ 

EQUAL  ANGLES 

r 

i 

J 

/j^'' 

4" 

T-- 

6—                         ->f 

i                                i 

i  -1  /  -2                               /  8                                                        H 

•' 

J 

*. 

A  113 

C  \  '  '"       ^/" 

to 

A  86 

A  103 

to 

A  88              ,           *A  94 

T         to 

i 

*— 

—  •< 

L. 

*A17 

> 

Section  Index 

Size, 
Inches 

Thickness, 
Inches 

Weight  per  Foot, 
Pounds 

A  113 
A  112 
A  111 

8 
8 
8 

x    8 
x    8 
x    8 

? 

56.9 
54.0 
51.0 

A  110 
A  109 

8x8 
8x8 

n 

48.1 
45  0 

A  108 

8 

x    8 

42.0 

A  107 
A  106 

8x8 
8x8 

H 

38.9 
35.8 

/ 

,.  105 

8 

x    8 

V/ 

32  7 

A  104 
A  103 

8x8 
8x8 

% 

29.6 
26.4 

A    86 

6x6 

1 

37.4 

A    87 

6x6 

H 

35.3 

j« 

L           1 

6 

x    6                                V* 

33.1 

A      2 

6x6 

13 

31.0 

A 

L           3 

6 

x    6 

M 

28.7 

A      4                         6x6 

is 

26.5 

L       5                            6 

x    6 

% 

24.2 

A       6 
A      7 
A      8 

6x6 
6x6 
6x6 

1 

21.9 
19.6 
17.2 

A    88 

6x6 

H 

14.9 

*A    94 

5x5 

l 

30.6 

*A    95 

*A      9 

5x5 
5x5 

H 

28.9 
27.2 

*A     10 

5x5 

il 

25.4 

*A     11 

*A     12 

5x5 
5x5 

M 

is 

23.6 
21.8 

*A     13 
*A     14 

5x5 
5x5 

1 

20.0 
18.1 

*./ 

L          15 

5    : 

<    5 

16  2 

*A     16 
*A    17 

5x5 
5x5 

1 

14.3 
12.3 

*  Special,  see  page  36. 

82 


ANGLES 


EQUAL  ANGLES—  Continued 

i                     1                   j             !                  1*                :             i               ?             1 

p%"    T*"               pv  V 

*  A  18                               *  A  26 

J 
P5/16'     T%" 

*A  34 

*           to                H^!          to 

to 

*A284                              *A285 

A  40 

L. 

.> 

i...L 

Section  Index 

Size, 
Inches 

Thickness, 
Inches 

Weight  per  Foot, 
Pounds 

*A    18 
A     19 

4          4 
4         4 

u 

H 

19.9 
18.5 

A    20 

4         4 

ii 

17.1 

A    21 

4         4 

5i 

15.7 

A    22 

4         4 

A 

14.3 

A    23 

4         4 

H 

12.8 

A    24 

4         4 

ts 

11.3 

A    25 

4         4 

H 

9.8 

A    90 

4         4 

« 

8.2 

*A284 

4         4 

k 

6.6 

*A    26 

3Mx3H 

u 

17.1 

*A    27 

3J^  x  3H 

M 

16.0 

*A    28 

3^x3^ 

H 

14.8 

A    29 

3J^  x  3^ 

5^ 

13.6 

A    30 

3H  x  3M 

A 

12.4 

A    31 

3H  x  3H 

H 

11.1 

A    32 

3H  x  3H 

I7B 

9.8 

A    33 

3H  x  3M 

^ 

8.5 

A    99 

3M  x  31A 

A 

7.2 

*A285 

3y2x3lA 

W 

5.8 

*A    34 

3x3 

^ 

11.5 

*A    35 

3x3. 

T% 

10.4 

A    36 

3         3 

H 

9.4 

A    37 

3         3 

TB 

8.3 

A    38 

3         3 

H 

7.2 

A    39 

3         3 

TO 

6.1 

A    40 

3         3 

K 

*  Special,  see  page  36. 

CARNEGIE    STEEL    COMPANY 


EQUAL  ANGLES—  Concluded 


— -2V2- 


t 

*  A  46 

to 
*A504 


j'"\f  \K"         ^~'\t  —  ry8"        "jrir^k" 

2      *A66                     ?      *  A70                 7.JJ*A78 
•    J       to                        t-~U        to                               to 

A  102                            *  A  73                        *  A  80 

Section  Index 

Size, 
Inches 

Thickness, 
Inches 

Weight  per  Foot, 
Pounds 

*A    46 

7.7 

A    47 

2H  x  2J^                              T7S 

6.8 

A    48 

2J^  x  23^ 

3^ 

5.9 

A    49 

2^  x  2l/z 

T% 

5.0 

A    50 

2^  x  2^ 

M 

4.1 

A  100 

2M  x  2j^ 

A 

3.07 

*A504 

2>i  x  2yz 

H 

2.08 

*A    56 

2x2 

A 

5.3 

A    57 

2x2 

N 

4.7 

A    58 

2x2 

T5 

3.92 

A    59 

2x2 

M 

3.19 

A    60 

2x2 

A 

2.44- 

*A506 

2x2 

H 

1.65 

*A    61                        1M  x  1M 

IS 

4.6 

*A    62 

\%  x  1M 

1^ 

3.99 

*A    63                         1%  x  1M 

•re 

3.39 

*A    64                         1M  x  1% 

M 

2.77 

*A    65                         1M  x  1% 

A 

2.12 

*A  507                         1%  x  1M 

H 

1.44 

*A    66                         IMx  1M 

¥ 

3.35 

A    67                         1  1/2  x  1  J/2 

2.86 

A    68 

1H  x  1J^ 

M 

2.34 

A    69 

1J^  x  13/J2 

1.80 

A  102 

1J4  x  1^ 

K 

1.23 

*A    70                        1M  x  \Y± 

T5H 

2.33 

*A    71                        li^  x  1J£ 

M 

1.92 

*A    72                        1^  x  1J^ 

A 

1.48 

*A    73                        1M  x  1M 

1.01 

*A    78                          1x1 

M                                  1.49 

*A    79                          1x1 

1.16 

*A    80                           1x1              \                 YS                                 0.80 

*  Specia  ,  see  page  36. 


64 


ANGLES 


UNEQUAL  ANGLES 

i     -1                           1                  -.  :        :      .            1              !         i                   *           *i 

i                                              J  * 

J  *                                    7 

iatf  «             p*"T** 

*  A  138 

*  A  320         ^         *  A  150 

to                           soo 

to                             to 

*A  139 

*A329                     *A310 

1...LJ                        t_ 

L.U 

/ 

Section  Index 

Size, 
Inches 

Thickness, 
Inches 

Weight  per  Foot, 
Pounds 

*A  138 

8x6 

1 

44.2 

*A137 

8x6 

1$ 

41.7 

*A  136 

8x6 

s& 

39.1 

*A135 

8x6 

12 

36.5 

*A  134 

8x6 

% 

33.8 

*A  133 

8x6 

11 

31.2 

*A132 

8x6 

6£ 

28.5 

*A131 
*A130 

8x6 
8x6 

1 

25.7 
23.0 

*A  139 

8x6 

20.2 

*A320 

8x3^ 

1 

35.7 

*A321 

8   x  33^ 

1A 

33.7 

*A322 

8   x  314 

T^ 

31.7 

*A323 

8    x  3J/6 

i^ 

29.6 

*A324 

8x3^ 

M 

27.5 

*A325 

8   x  3MJ 

}i 

25.3 

*A326 

8   x  3V£ 

R^ 

23.2 

*A327 

8    x  3V£ 

9 

21.0 

*A328 

8   x  3H 

H 

18.7 

*A329 

8x3^ 

A 

16.5 

*A150 

7x3^ 

1 

32.3 

*A  151 

7    x  3*4 

30.5 

*A152 

fl 

28.7 

*A  153 

7   x3lA 

13 

26.8 

*A  154 

7x3^ 

7^ 

24.9 

*A  155 

li 

23.0 

*A  156 

7    x  3^ 

sj 

21.0 

*A157 

T% 

19.1 

*A  158 

7    x  3H 

7^ 

17.0 

*A  159 

n 

15.0 

*A310 

7    x  3j| 

K 

13.0 

*  Special,  see  page  36. 

65 


CARNEGIE    STEEL    COMPANY 


UNEQUAL 

ANGLES—  Continued 

p 
T~ 

'     * 

->/2 

i-                    !    ___'                       i- 

J      T 

J    \                                 J 

fjl^"       '%" 

2 

I 

1 
I 

1 

*A178 

*A89 

*A  92 

to 

o 

to                      *» 

to            i 

*A186 

A  168 

*A  301                  \ 

\ 

1 

i 

)                            L- 

J 

Section  Index 

Size, 
Inches 

Thickness, 
Inches 

Weight  per  Foot, 
Pounds 

*A    89                        6x4 

1 

30.6 

*A    91 

6x4 

28.9 

A  160 

6x4 

% 

27.2 

A  161 

6x4 

Iff 

25.4 

A  162 

6x4 

23.6 

A  163 

6x4 

it 

21.8 

A  164 

6x4 

|| 

20.0 

A  165 

6x4 

18.1 

A  166 

6x4 

i^ 

16.2 

A  167 

6x4 

7_ 

14.3 

A  168 

6x4 

*A 

12.3 

*A    92 

6x3^ 

i 

28.9 

*A    93 
A  169 

6    x  3} 
6     x  3J 

', 

II 

27.3 
25.7 

A  170 

6    x  3J 

I 

\l 

24.0 

A  171 

6    x  31 

'•'> 

M 

22.4 

A  172 

6    x  3J 

I 

20.6 

A  173 

6     x  3J 

., 

% 

18.9 

A  174 

6    x  3J 

\ 

9_ 

17.1 

A  175 

6    x  3} 

4 

•> 

^| 

15.3 

A  176 

6    x  3J 

I 

7 

13.5 

A  177 

6    x  3J 

I 

H 

11.7 

*A  301 

6    x  3) 

& 

9.8 

*A  178 

5x4 

K 

24.2 

*A  179 

5x4 

U 

22.7 

*A  180 

5x4 

4 

21.1 

*A  181 

5x4 

19.5 

*A  182 

5x4 

5/l 

17.8 

*A  183 

5x4 

I96 

16.2 

*A  184 

5x4 

14.5 

*A  185 

5x4 

7 

12.8 

*A  186 

5x4 

K 

11.0 

*  Special,  see  page  36. 

66 


ANGLES 


UNEQUAL  ANGLES—  Continued 

f  zy2"  *f 

1                     in                 -r* 

•*i 

j  h    - 

t-ij-io        He         f~                                y   f              3        ™  *j 

—'A      /io 

\ 

i                                 \ 

(-1%'  lYv>" 

> 

*w       *A  187 

to            ,         *A196      \L       *A 
A  96                         to          "V         A  204 

*A212 

A28°                 *A1S7                       to 

A"<                   *A98 

LJ- 

1-U                 ^_U                 Li) 

Section  Index 

Size, 
Inches 

Thickness, 
Inches 

Weight  per  Foot, 
Pounds 

\ 

*A  187 

5    x  3)4 

y 

22.7 

*A188 

5    x  3)4 

\* 

21^3 

A  189 

5    x  3)4 

a/ 

19  8 

A  190 
A  191 

5    x  3)4     - 
5    x  3)4 

ff 

18^3 
16.8 

A  192 

5    x  3)4 

9 

15.2 

A  193 

5    x  3)4 

Vx 

13^6 

A  194 
A  195 
A    96 

5    x  3)4 

5    x  3H 
5    x  31A 

:     1  ' 

12.0 
10.4 

8.7 

*A196 

*A  197 
A  198 

5x3 
5x3 
5x3 

i 

19.9 
18.5 
17  1 

A  199 
A  200 

5x3 
5x3 

b 

15.7 
14.3 

A  201 
A  202 
A  203 

5x3 
5x3 
5x3 

1 

12.8 
11.3 
9  g 

A  280 

5x3 

IS 

8.2 

*A204 
*A205 
*A206 

4)4  x    3 
4)4  x    3 
4)4  x    3 

1 

18.5 
17.3 
16.0 

*A207 

4)3  x     3 

Kj 

14.7 

*A208 

4)4  x    3 

A 

13  3 

*A209 

4)4  x    3 

Hi 

11.9 

*A  210 
*A211 

4)4  x     3 

4H  x    3 

I 

10.6 
9.1 

*A    97 

4)4  x     3 

s 

7.7 

*A212 

4    x  3)4" 

,3 

18.5 

*A213 

& 

17.3 

*A214 

4    x  3)| 

11 

16  0 

*A215 

4    x  3)4 

M 

14.7 

*A216 

4    x  3)4 

9 

13.3 

*A217 

4    x  3)4 

V/ 

11  9 

*A218 
*A219 

4    x  3)4 
4    x  3V* 

ft 

10.6 
9.1 

*A    98                          4    x  3)4 

J 

7.7 

*  Special,  see  page  36. 

67 


CARNEGIE    STEEL    COMPANY 


UNEQUAL  ANGLES—  Continued 

r*  —  -ZYz'—  -*i 

;"*               .,             :                                  L_____l 

f"                             J                            * 

J 

C\5,"     tl/t"                 ol/"      „  ^ 

:                       i               I 

yi6                       —  "'2              i 

4         : 

A""" 

j 

^J 

*A220 

CO 

*A  238       F5/i«'   Tl/4"   f"  2T'1 

to 

to                         f              ^  ~^ 

*A  283^ 

*  A  229 

A245«       *A252i      p^i1/*" 

CO 

to 

to     ! 

*A286          *-L 

J                        A  257  oo       *A258 

t.-.L 

t.._U                          to 

,, 

*A  262 

t—L 

Section  Index 

Size, 
Inches 

Thickness 
Inches 

Weight  per  Foot, 
Pounds 

*A  220 

4x3 

H 

17.1 

*A221 

4x3 

% 

16.0 

*A222 

4x3 

ii 

14.8 

A  223 

4x3 

78 

13.6 

A  224 

4x3 

rs 

12.4 

A  225 

4x3 

y% 

11.1 

A  226 

4x3 

T75 

9.8 

A  227 

4x3 

y& 

8.5 

A  228 
*A283 

4x3 
4x3 

J! 

7.2 

5.8 

*A229 

3y2  x  3 

ii 

15.8 

*A230 

3y2  x  3 

M 

14.7 

*A231 

3y2  x  3 

13.6 

*A232 

3y2  x    3 

5X 

12.5 

A  233 

3y2x    3 

T9B 

11.4 

A  234 

3y2  x    3 

1^ 

10.2 

A  235 

3y2  x  3 

T75 

9.1 

A  236 

3y2x    3 

3,g 

7.9 

A  237 

sy2  x  3 

TBg 

6.6 

*A286 

8 

5.4 

*A238 
*A239 

3y2  x  2y2 

? 

12.5 
11.5 

*A240 

31^  x  2y2 

10.4 

A  241 

3%  x  2J/2 

\/. 

9.4 

A  242 

7 

8.3 

A  243 

3y2  x  2y2 

s 

7.2 

A  244 

3  \/  x  21^ 

6.1 

A  245 

3>i  x  2Ji 

5 

4.9 

*A  252 

3    x  2H 

A 

9.5 

*A  253 

3    x  2y2 

S 

8.5 

A  254 

3    x2y2 

7.6 

A  255 

3    x  2y2 

3X 

6.6 

A  256 

3    x2l/2 

_p 

5.6 

A  257 

o    X  2iy% 

M 

4.5 

*A  258 

3x2 

Yi 

7.7 

*A259 

3x2 

7 

6.8 

*A260 

3x2 

$/ 

5.9 

*A261 

3x2 

r. 

5.0 

*A262 

3x2 

S                                     4.1 

*  Special,  see  page  36. 

68 


ANGLES 


UNEQUAL  ANGLES— Concluded 


*A264 

to 
*A523 


*A631 

to 
*A525 


Section  Index 

Size, 
Inches 

Thickness, 
Inches 

Weight  per  Foot, 
Pounds 

*A264 

2^x   2 

X 

6.8 

*A265 

2^  x   2 

* 

6.1 

A  266 

2^  x    2 

5.3 

A  267 

21A  x    2 

A 

4.5 

A  268 

2^x    2 

M 

3.62 

A  269 

2^x    2 

A 

2.75 

*A  523 

2^  x   2 

N 

1.86 

*A610 

2^x  1H 

TB 

3.92 

*A  611 

2H  x  1^4 

M 

3.19 

*A612 

21A*  1M 

A 

2.44 

*A270 

2)£  x  1H 

M 

5.6 

*A271 

2J£  x  1H 

A 

5.0 

*A272 

2M  x  1J^ 

1^ 

4.4 

*A  273 

2j^  x  1J^ 

A 

3.66 

*A  274 

2j^  x  1^ 

M 

2.98 

*A275 

2M  x  1H 

A 

2.28 

*A631 

2x1^ 

H 

3.99 

*A614 

2    x  1^ 

A 

3.39 

*A615 

2    x  1H 

M 

2.77 

*A616 

2    x  1H 

A 

2.12 

*A  525 

2    x  1  V*> 

H 

1.44 

*A646 

2    x  1^- 

M 

2.55 

*A645 

2    x  1M 

A 

1.96 

*A618 

1M  x  IJi 

M 

2.34 

*A  619 

1^  X   1J£ 

A 

1.80 

*A620 

1%  x  1M 

H 

1.23 

*A  670 

IHx  1^ 

A 

2.59 

*A623 

1^  x  1)^ 

M                                2.13 

*A624 

1H  x  IJi 

A                                1-64 

*  Special,  see  page  36. 


CARNEGIE    STEEL    COMPANY 


EQUAL  TEES 


Tl 


T2 


t 1_ 

_J%1 


o  > 

'a  —    —  *|               *--• 

0 

^2—     —  >. 

^ 

HI 

£>%"          ^ 

SS 

fc^ 

eo 

T3                 - 

T4 

v.  

t  



-^%;<- 


4 

"%' 


T7 


T8 


t 

-%— 


T9 


6/16 


Section 
Index 

Size,  Inches 

Thickness,  Inches 

Weight 
per  Foot, 
Pounds 

Flange 

Stem 

Flange 

Stem 

T  1 

4 

4 

1A  to  T9e 

^  to  T96 

13.5 

T2 

4 

4 

S/8    tO    T7B 

%  to  T7S 

10.5 

T3 

3^ 

3^ 

M  to  T95 

^  to  T95 

11.7 

T4 

3^ 

3^ 

^    tO   T7B 

^  to  /B 

9.2 

T6 

3 

3 

Yl  tO    T9H 

M  to  T9H 

9.9 

T7 

3 

3 

&  to  H 

T75    tO    H 

8.9 

T8 

3 

3 

H  to  T73 

%  to  /B 

7.8 

T9 

3 

3 

T88  tO  % 

A  to  % 

6.7 

70 


TEES 

EQUAL  TEES— Concluded 

2  %-  — •» 


Til 


^fejt' 

7 U  T  19  j  T  20 


T  21       «     -»  T  22 


Hf              i£              3/£           ~* 

Section 
Index 

Size,  Inches 

Thickness,  Inches 

Weight 
per  Foot, 
Pounds 

Flange                 Stem 

Flange 

Stem 

T10 

2y2 

2y2 

MtoA 

Nto* 

6.4 

Til 

2% 

2% 

A  to  <Hj 

A  to  % 

5.5 

T  12 

2M 

2M 

A  to  <HJ 

A  to  jHI 

4.9 

T13 

2M 

2M- 

M  to  A 

Mto  A 

4.1 

T  14 

2 

2 

A  to  % 

A  to  jHs 

4.3 

T  15 

2                         2 

Mto  A 

Mto  A 

3.56 

T  16 

IK 

1M 

#  to  A 

Mto  A 

3.09 

T  17 

i^ 

1H 

M  to  A 

M  to  A 

2.47 

T  18 

1H 

iH 

A  to  A 

A  to  A 

1.94 

T  19 

1M 

1M 

M  to  A 

M  to  A 

2.02 

T20 

1M 

iJi 

A  to  A 

A  to  A 

1.59 

T21 

l 

i 

A  to  A 

A  to  A 

1.25 

T22 

l 

i 

M   tO   35Z 

Mto  A 

0.89 

71 


CARNEGIE    STEEL    COMPANY 


UNEQUAL  TEES 


T  54 


, 41/2 


T  53 


Section 
Index 

Size,  Inches 

Thickness,  Inches 

Weight 
per  Foot, 
Pounds 

Flange 

Stem 

Flange 

Stem 

T50 

5 

3 

Yz  to  T95 

Jfto^ 

13.4 

T51 

5 

2Y* 

3/sto& 

T75  to  §i 

10.9 

T52 

4H 

3^ 

&  to  & 

H  to% 

15.7 

T54 

4^ 

3 

*A  to  T7B 

H  to  /H 

9.8 

T  53                  4^ 

3 

A  to  ^ 

T5H   tO  % 

8.4 

72 


TEES 


UNEQUAL  TEES—  Continued 

A1A."                                                                       ^      —                .       Alt*''                    .        *. 

i   :i 

j 

"          i  ;j.» 

1  

Ha& 

^-f 

|  1 
j! 

{  ss            I    ^: 

/T~^7"            t 

* 

M 

T56 

I 

T55 

t  | 

t- 

-5fc 

Jtff 

4" 

4".              ^ 

: 

i  J* 

?               :  si 

t 

* 

& 

-1-? 

i 

1  

^_ 

71 

Sr"- 

* 

1  5 

T57 

Is 

T58 

t  _ 

t  

-!%!£- 

.r-,^      ... 

J«p 

i 

i  a 

i 

-4              •  •*[ 
i                 :   ;; 

j  

!3 

r^ 

L 

T^            1    # 

~~~*5;\ 

% 

S 

_  L_^ 

^ 

rl 

4 

T59 

;| 

T60 

3 

*.  i  i 

- 

i- 

i 

Section 
Index 

Size,  Inches 

Thickness,  Inches                     Weight 

npr  Pnnf 

Flange 

Stem 

Flange 

Stem                   Pounds 

T56 

VA 

2X 

X  to  A 

H  to  A              9-2 

T55 

^1A 

2% 

A  to  % 

A  to  Ji                 7.8 

T57 

4 

5 

Hto  A 

H  to  A                15.3 

T58 

4: 

5 

%  to  A 

N  to  A             n.9 

T59 

4: 

4H 

H  to  A 

M  to  A                14.4 

T60 

4 

4H 

iNitoA 

K  to  A             H.2 

73 


CARNEQIE    STEEL    COMPANY 


UNEQUAL  TEES— Continued 


Section 
Index 

Size,  Inches 

Thickness,  Inches 

Weight 
per  Foot, 
Pounds 

Flange 

Stem 

Flange 

Stem 

T61 

4 

3 

NtoA 

Y%  to  T7e 

9.2 

T44 

4 

3 

A  to  ;Hs 

A  to  % 

7.8 

T  62 

4 

2YZ 

M  tO  T7H 

^8  tO  T75 

8.5 

T63 

4 

2% 

T\  to  % 

A  to  % 

7.2 

T  64 

4 

2 

%  to  T75 

H  to  T7g 

7.8 

T65 

4 

2 

A  to  y8 

A  to  % 

6.7 

T66 

3M 

4 

V-2.  to  A 

H  to  T9S 

12.6 

T67 

3^2 

4 

%  to  T7n 

N  to  T75 

9.8 

74 


TEES 


UNEQUAL  TEES—  Continued 

j                      *             !  Ji        i                     ^              :  JJ.                             ;              !-i 

i<fc%" 

;J^  1    S£       I  t 

C^'              ~~^ 

a 

fr-^" 

eo 

T69 

T70 

T71 

—*  • 

A  'i^-                                                       -*.'5 

i  — 

,, 

f             ;        :  ii         •;              5         i  ;i        i           3  ?       *5l 

*      M^T*^r—  L-?       L^-ferLf     1~-^-7;4fcr1-f 

16  ^%                                               } 

<%  *-% 

a 

^ 

T72 

T73 

T74 

i 

^ 

i 

»''-    --                                                                              0 

t.... 
£^ 

» 

II 

T75              ^g 

T76              g 

g 

T77 

J 

•,- 

r 

Section 
Index 

Size,  Inches 

Thickness,  Inches 

Weight 
per  Foot, 
Pounds 

Flange                 Stem 

Flange                 Stem 

T  69                  3^                    3 

H  to  T%          3^  to  A               10.8 

T  70                  3^                    3 

M  to  A           %  to  A                 8.5 

T  71                  3^                   3                   T5B  to  %                %                      7.5 

T72 

3                        4 

H  to  A          H  to  A 

11.7 

T73 

3                        4 

A  to  J^          A  to  J^ 

10.5 

T74 

3                        4 

/8  tO  A              /8  tO  A 

9.2 

T75 

3                        3>i 

^  to  A          M  to  A 

10.8 

T76 

3                      3^ 

9.7 

T77 

3                      3H 

H  to  A          ^  to  T75 

8.5 

75 


CARNEGIE    STEEL    COMPANY 


UNEQUAL  TEES—  Concluded 

<N 

i  

!•  2 

T  78                            T  79                          fT  81 

i         Hi-          -' 

t££  |  "^         1  j_      ! 

^T   "f          ^£fft<r                 • 
T...U    T  86 

T  83                   "'As 

6 

r-itfi  ^         ""^l? 

?      3[(T605           ji_fT  603 

I    ^> 

veo 
1 

I... 

r—  -2~- 

\Pv"                       PB 

"co 

T  82 
--,              r--iH--|    i<0 

-T  jj  T  87           J           T  519 

Section 
Index 

Size,  Inches 

Thickness,  Inches                     Weight 
per  Foot 

Flange                  Stem 

Flange                 Stem                   Pounds 

T78 
T79 
tT31 
T82 
T83 
T86 
T87 
T519 
T605 
*T  603 

3                         2^ 
3                         2V 
3                         2J4 

21A                     3 
2>i                      3 

2                         11A 

1/2                               2 

%  to  T7s           M  to  T7W               7.1 
rs  to  ^            T5S  to  ^                 6.1 
34  to  T5u          34  to  /g              5.0 
%  to  T^           ^  to  T7<j               7.1 
TB  to  ii           t\  to  %               6.1 
TS  to  ^            T3S  to  -is                2.87 
M  to  T\            3^  to  tV                3.09 

T35   tO    34                 T3S   tO    34                         2.45 

H  to  3\           H  to  ^                1.25 
No.  9          3^  to  No.  7             0.88 

t  Rolled  by  Pencoyd  Iron  Works. 
*  Furniahed  only  by  special  arrangement. 

7(5 


TEES 


MISCELLANEOUS  TEES 


Section 
Index 

Size,  Inches 

Thickness, 

Inches 

Weight 
per  Foot, 
Pounds 

Flange 

Stem                Flange 

Stem 

*T  154 

4H 

1% 

See  cut 

Mto^ 

7.0 

*T  156 

4 

3 

See  cut 

M  to  Yz 

11.3 

*T  157 

3^ 

2M 

See  cut 

TS«  to^ 

7.3 

*T  158                 3                     2M 

See  cut 

TS*  to  A 

7.0 

*  Furnished  only  by  special  arrangement. 


77 


CARNEGIE    STEEL    COMPANY 


ZEES 


2%- 


Z  3 


s 


Z  2 


Z  1 


~\    ' 

J 

J 

HG         5j^    j 

99/iK            j 

fTy"                       vt 
034"                 _>J 

L 

3 

9 

Z  6 

i 

5 

Z  5 

3 

Z  4 

r 

i 

y 

Wi 

J 

f 

r 

314 


3'j 


Section 
Index 

Size,  Inches 

Thickness, 
Inches 

Weight 
per  Foot, 
Pounds 

Flange 

Web. 

Flange 

Z3 

1 

61B 

1 

| 

34.6 
32.0 
29.4 

Z2 

| 

P 

1 

Ps 

T95 

28.1 
25.4 
22.8 

Z  1 

|H 

P 

il 

I 

21.1 

18.4 
15.7 

Z6 

3^ 

P 

3% 

H 

28.4 
26.0 
23.7 

Z5 

3% 

P 

11 

i 

22.6 
20.2 
17.9 

Z4 

3A 

P 

II 

s 

16.4 
14.0 
11.6 

78 


ZEES 


ZEES—  Concluded 


Section 
Index 


Size,  Inches 


Flange 


Web 


Flange 


Pounds 


Z    9 
Z    8 

Z    7 

Z12 
Zll 

Z10 

*Z  14 
*Z  15 
*Z  16 


2% 

i 

i^ 


s* 


2H 

iff 


23.0 

20.9 

18.9 

18.0 

15.9 

13.8 

12.5 

10.3 

8.2 

14.3 

12.6 

11-.5 

9.8 

8.5 

6.7 

9.2 

8.6 

4.8 


*  Furnished  only  by  special  arrangement. 


CARNEGIE    STEEL    COMPANY 


UNITED  STATES  STEEL  SHEET  PILING 

M  104                                   ^/'^''^ 

--^---H—  -^j  

i 

^K-.. 

I                                    «'A     ;\ 

-J%'U 

M 

103                        «.%'-',. 

*^-—  H  j  

0^ 

W* 

|  J 
—V/'-i 

8  i 

Section  Index                         ^klth, 

Web  Thickness,              Weight  per  Foot, 
Inches                               Pounds 

M  104                                12^ 
M  103                                  9 

Ys                                     38 
1A                                     16 

This   Company   manufactures  Friestedt  Interlocking  Channel  Bar  Piling  and  Symmetrical 
Interlock  Channel  Bar  Piling  in  addition  to  United  States  Steel  Sheet  Piling.      Full  information  as 
to  the  properties  and  uses  of  these  sections  is  given  in  a  separate  pamphlet  entitled  "Steel  Sheet 
Piling. 

SO 


FLOOR  PLATES 


TROUGH   PLATE 
*M  10          Y4". 


CORRUGATED  PLATES 
*M  33 


8%" 


CHECKERED  PLATE 
M  49 


r 


Section 
Index 

Width, 
Inches 

Depth, 
Inches 

Thickness, 
Inches 

Weight 
per  Foot, 
Pounds 

Weight 
per  Sq.  Ft., 
Pounds 

*M  14 

9*A 

3X 

K 

23.2 

*M  13 

93^ 

3% 

li 

21.4 

*M  12 

9^3 

3% 

7* 

19.7 

*M  11 

9M 

9 

18.0 

*M  10 

91A 

3K 

1A 

16.3 

*M  35 

123 

2% 

y* 

23.7 

*M  34 

12y\ 

2^3 

20.8 

*M  33 

12A 

2% 

H 

17.8 

*M  32 

8% 

1% 

N 

12.0 

*M  31 

8% 

j_» 

A 

10.1 

*M  30 

8% 

1H 

s 

8.1 

M54 

12  to  60 

y* 

21.4 

M  53 

12  to  60 

7 

18.9 

M  52 

12  to  60 

3X 

16.3 

M  51 

12  to  60 

A 

13.8 

M  50 

12  to  60 

8 

11.2 

M  49 

12  to  48 

8.7 

*  Furnished  only  by  special  arrangement. 

Checkered  plates  of  narrower  widths  than  shown  in  the  above  table  may  be  submitted  for 
special  consideration. 

81 


CARNEGIE    STEEL    COMPANY 


RECTANGULAR  AND  CIRCULAR  PLATES,  EXTREME  SIZES 

SHEARED  PLATES,  ONE-FOURTH  INCH  AND  OVER 

Thick- 

Widths and  Lengths  in  Inches 

Diam., 

ness, 
Inches 

132 

126 

120 

114 

108 

102 

96 

90 

84 

78 

Inches 

y± 

150 

200 

210 

250 

280 

300 

110 

\fi 

180 

200 

230 

260 

275 

300 

325 

380 

120 

H 

200 

220 

250 

265 

310 

350 

400 

440 

460 

126 

1?6 

190 

200 

240 

265 

290 

350 

380 

440 

465 

475 

132 

y* 

220 

230 

260 

280 

300 

360 

400 

450 

475 

500 

132 

18 

220 

230 

260 

290 

300 

380 

400 

450 

475 

500 

132 

H 

220 

230 

270 

300 

320 

360 

380 

420 

440 

480 

134 

n 

220 

230 

270 

300 

320 

350 

380 

420 

440 

480 

134 

*A 

220 

230 

270 

290 

320 

350 

380 

420 

440 

480 

134 

16 

220 

230 

270 

290 

320 

350 

380 

420 

440 

480 

134 

H 

220 

230 

260 

280 

320 

350 

380 

420 

440 

480 

134 

i 

220 

230 

250 

270 

300 

320 

350 

380 

400 

430 

134 

iys 

200 

220 

230 

250 

280 

300 

320 

350 

370 

405 

132 

11A 

190 

200 

210 

230 

255 

275 

295 

325 

340 

360 

132 

11A 

180 

190 

200 

210 

240 

250 

275 

300 

315 

340 

132 

1% 

175 

180 

190 

200 

225 

240 

260 

285 

300 

320 

132 

2 

165 

170 

180 

190 

210 

230 

245 

270 

280 

300 

130 

2^ 

132 

145 

150 

160 

170 

190 

200 

230 

240 

260 

130 

Thick-    1 

ness           72 

66 

60 

54 

50 

48 

42 

36 

30 

24 

Diam. 

X 

350 

350 

380 

400 

400 

430 

400 

400 

380 

380 

110 

IB1 

380 

400 

450 

460 

460 

500 

450 

450 

400 

400 

120 

X 

490- 

500 

540 

540 

540 

540 

500 

500 

480 

480 

126 

T?5 

520 

560 

560 

560 

560 

560 

550 

550 

530 

530 

132 

H 

525 

560 

560 

560 

560 

560 

550 

550 

530 

530 

132 

A 

525 

560 

560 

560 

560 

560 

550 

550 

530 

530 

132 

H 

520 

560 

560 

560 

560 

560 

560 

560 

530 

500 

134 

14 

500 

530 

540 

540 

560 

560 

560 

540 

530 

500 

134 

% 

490 

500 

540 

540 

560 

560 

580 

540 

530 

500 

134 

If 

480 

500 

520 

540 

540 

540 

560 

540 

520 

480 

134 

% 

480 

500 

520 

520 

520 

530 

530 

530 

500 

480 

134 

1 

460 

480 

500 

520 

520 

520 

500 

480 

470 

460 

134 

IK 

430 

450 

470 

480 

480 

500 

480 

480 

470 

450 

132 

1M 

380 

400 

420 

430 

430 

450 

460 

460 

450 

440 

132 

IK 

360 

380 

400 

420 

430 

440 

440 

420 

420 

420 

132 

1H 

340 

360 

380 

400 

420 

430 

400 

380 

380 

360 

132 

2 

320 

340 

360 

380 

400 

400 

360 

350 

350 

320 

130 

2y± 

280 

300 

320 

340 

350 

330 

300 

300 

250 

200 

130 

Plates  48"  wide  and  under  can  also  be  rolled  on  Universal  Mills. 

For  greater  length  and  Universal  Mill  Sizes,  see  Universal  Mill  Plate  Table. 

Plates  of  greater  dimensions  than  shown  in  above   tables   may    be   submitted    for    special 

consideration. 

82 


FLAT   ROLLED   STEEL 


RECTANGULAR  AND  CIRCULAR  PLATES,  EXTREME  SIZES 

SHEARED  PLATES,  THREE-SIXTEENTHS  INCH  AND  UNDER 

Thick- 

Widths and  Lengths  in  Inches 

ness, 

Diam., 

Inches, 

Inches 

B.  \V.  G. 

74 

72 

70         68 

66 

64 

62 

60 

58 

A 

200 

220 

240       250 

270 

290 

310 

320 

330 

77 

No.    8 

200 

210       210 

220 

240 

250 

260 

270 

74 

No.    9 

160       170 

180 

200 

200 

220 

230 

70 

No.  10 

140 

160 

170 

170 

190 

200 

68 

H 

140 

150 

150 

160 

170 

66 

No.  11 

140 

150 

150 

160 

170 

66 

No.  12 

120 

130 

130 

140 

150 

64 

Thick- 
ness 

56 

54 

52         50 

48 

42 

36 

30 

24 

Diam. 

T3S 

340 

350 

360       370 

360 

360 

360 

360 

360 

77 

No.    8 

270 

280 

280       290 

290 

290 

290 

290 

290 

74 

No.    9 

230 

240 

240       250 

250 

250 

250 

250 

250 

70 

No.  10 

220 

220 

230       230 

230 

230 

230 

230 

230 

68 

ft 

180 

190 

190       195 

195 

200 

200 

200 

200 

66 

No.  11 

180 

190 

190       195 

195  " 

200 

200 

200 

200 

66 

No.  12 

160 

160 

170       176 

180 

180 

180 

180 

180 

64 

RECTANGULAR  UNIVERSAL 

PLATES,  EXTREME  SIZES 

UNIVERSAL  MILL  PLATES 

,  ONE-FOURTH  INCH 

AND  OVER 

Widths  and  Lengths  in  Inches 

Thick- 

« 

ness, 
Inches 

48-^6 

45-41 

40-36 

35-31 

30-26 

25-20 

19-17 

16-15 

14-12 

11 

10-6^ 

H 

780 

780 

780 

780 

540 

540 

T65 

600 

600 

600 

660 

720 

840 

840 

840 

840 

600 

600 

H 

840 

840 

960 

1140 

1140 

1140 

1080 

1080 

1080 

900 

840 

TV 

960 

960 

960 

1140 

1140 

1200 

1080 

ioso 

1080 

900 

840 

1A 

960 

960 

1080 

1200 

1200 

1200 

1080 

1080 

1080 

1020 

840 

T95 

960 

960 

1080 

1200 

1200 

1200 

1080 

1080 

1080 

1020 

840 

H 

960 

960 

1020 

1200 

1200 

1200 

1020 

1080 

1080 

1020 

840 

K 

840 

840 

960 

1080 

1080 

1080 

1020 

1020 

1020 

900 

840 

M 

780 

840 

840 

960 

960 

960 

960 

960 

960 

900 

840 

i 

720 

720 

720 

840 

840 

840 

900 

960 

960 

900 

840 

iH 

600 

600 

660 

708 

720 

780 

780 

900 

900 

840 

840 

'iK 

540 

540 

600 

660 

660 

660 

720 

840 

840 

840 

840 

iM 

480 

528 

540 

600 

600 

600 

660 

780 

840 

840 

840 

i^ 

480 

504 

528 

540 

540 

540 

600 

720 

780 

840 

840 

i* 

480 

480 

480 

480 

480 

480 

540 

660 

720 

840 

840 

IX 

420 

420 

432 

420 

420 

420 

480 

600 

660 

720 

720 

iy* 

420 

420 

432 

420 

420 

420 

480 

540 

600 

660 

720 

2 

420 

420 

420 

408 

408 

408 

420 

480 

540 

600 

720 

Plates    of  greater  dimensions  than  shown  in  above  tables  may  be  submitted  for  special 

consideration. 

83 


CARNEGIE    STEEL    COMPANY 


SQUARE  EDGE  FLATS 

y%"  to  3",  wide,  by  any  thickness  W,  up  to  width. 
Over  3"  to  5",  wide,  by  any  thickness  W  to  3",  inclusive. 
Over  5"  to  7",  wide,  by  any  thickness  J4"  to  2",  inclusive. 
Sizes  not  listed  will  be  considered. 


NUT  STEEL  FLATS 

All  sizes  of  Nut  Steel  Flats  within  the  range  of  Square  Edge  Flats  can  be 
furnished.     Some  of  the  smaller  sizes  can  be  furnished  in  coils. 


BAND  EDGE  FLATS 
W  x  No.  18  to  No.  4  B.  W.  G, 

TV  x  No.  19  to  No.  4  B.  W.  G. 

Yz"  x  No.  22  to  No.  4  B.  W.  G. 

T9B"  to  1"      x  No.  23  to  No.  4  B.  W.  G. 

1TV  to  2"      x  No.  22  to  No.  4  B.  W.  G. 

2Ty  to  3"      x  No.  21  to  No.  1  B.  W.  G. 

3ry  to  3l/2"  x  No.  20  to  No.  1  B.  W.  G. 

3&"  to  4"      x  No.  19  to  No.  1  B.  W.  G. 

4Ty  to  4H"  x  No.  18  to  No.  1  B.  W.  G. 

4ft"  to  5Ty  x  No.  17  to  No.  1  B.  W.  G. 

5K"  to  6%"  x  No.  16  to  No.  1  B.  W.  G. 

7"  x  No.  14  to  No.  1  B.  W.  G. 

71A"  x  No.  14  to  No.  1  B.  W.  G. 

7M"  x  No.  14  to  No.  1  B.  W.  G. 

75/8"  x  No.  14  to  No.  1  B.  W.  G. 

7M"  x  No.  14  to  No.  1  B.  W.  G. 

7y8"  x  No.  14  to  No.  1  B.  W.  G. 

8"  x  No.  14  to  No.  1  B.  W.  G. 

8M"  x  No.  14  to  No.  1  B.  W.  G. 

8M"  x  No.  14  to  No.  1  B.  W.  G. 

85/8"  x  No.  14  to  No.  1  B.  W.  G. 

Q%"  x  No.  12  to  No.  1  B.  W.  G. 

From  %"  to  6%"  intermediate  widths  can  be  furnished. 
From  7"  to  9-Mj"  the  widths  listed  are  the  only  ones  which  are  rolled,  but 
intermediate  widths  will  be  considered. 


SKELP 

All  sizes  within  the  range  of  Sheared  Plates,  Universal  Mill  Plates  and. 
Band  Edge  Flats  can  be  furnished. 

84 


MERCHANT   BARS 


SQUARES 

WIDTH  ACROSS  FACES 
iV  to  2".     inclusive,  advancing  by  64tns. 
23V"  to  3K",  inclusive,  advancing  by  32ds. 
3i9s"  to  5H",  inclusive,  advancing  by  16ths. 
Squares  can  also  be  rolled  to  decimal  dimensions,  if  so  arranged 
Squares  %"  and  smaller  can  be  furnished  in  coils. 


ROUND  CORNERED  SQUARES 

WIDTH  ACROSS  FACES 
K"  to  W,  inclusive,  advancing  by  64ths, 


ROUNDS 
DIAMETER 

3y  to  1%",  inclusive,  advancing  by  64ths. 

Iff"  to  31A",  inclusive,  advancing  by  32ds. 

3iV  to  7",      inclusive,  advancing  by  16ths. 
Rounds  can  also  be  rolled  to  decimal  dimensions,  if  so  arranged. 
Rounds  y&"  and  smaller  can  be  furnished  in  coils. 


HALF  ROUNDS 

DIAMETER 

IS5"  to    Ji",  inclusive,  advancing  by  64ths. 
Jf"  to  W,  inclusive,  advancing  by  16ths. 
2",  2Yz",  3". 


HEXAGONS 

WIDTH  ACROSS  FACES 
to  1ft",  inclusive,  advancing  by  32ds. 
to  3js",  inclusive,  advancing  by  16ths. 

85 


CARNEGIE    STEEL    COMPANY 


AREAS  OF  RECTANGULAR  SECTIONS 

SQUARE  INCHES 

Width, 
Inches 

Thickness,  Inches 

Ho 

Vs 

.031 
.063 
.094 
.125 

3/io 

% 

5/io 

% 

%o 

Vz 

9/io 

% 

Hie 

% 

1%o 

% 

15/ie 

.23 
.47 
.70 
.94 

1 

.25 
.50 

.75 
1.00 

y± 

Yi 

,K 

.016 
.031 
.047 
.063 

017 

063 

078 

094 

.109 

.125 

.141 

.156 

.172 

.188 

.203 

.22 
.44 
.66 
.88 

.094 
.141 

.188 

.125 

.188 
.250 

.156 
.234 
.313 

.188 
.281 
.375 

.219 
.328 
438 

.250 
.375 
.500 

.281 
.422 
.563 

.313 
.469 
.625 

.344 
.516 
.688 

.375 
.563 
.750 

.406 
.609 
.813 

IS 

\% 

.078 
.094 
.109 
.125 

.156 

.188 
.219 
.250 

.234 
.281 
.328 
.375 

313 
.375 

.438 
.500 

.391 
.469 
.547 
.625 

.469 
.563 
.656 
.750 

.547 
.656 
.766 

.875 

.625 
.750 
.875 
1.000 

.703 
.844 
.984 
1.125 

.781 
.938 
1.094 
1.250 

.859 
1.031 
1.203 
1.375 

.938 
1.125 
1.313 
1.500 

1.016 
1.219 
1.422 
1.625 

1.09 
1.31 
1.53 
1.75 

1.17 
1.41 

1.64 

1.88 

1.25 
1.50 
1.70 
2.05 

8 

1H 

.141 
.156 

.172 
.188 

.281 
.313 
.344 
.375 

.422 
.469 
.516 
.563 

.563 
.625 

.688 
.750 

.7,03 
.781 
.859 
.938 

.844 
.938 
1.031 
1.125 

.984 
1.094 
1.203 
1.313 

1.125 
1.250 
1.375 
1.500 

1.266 
1.406 
1.547 
1.688 

1.406 
1.563 
1.719 
1.875 

1.547 

1.719 
1.891 
2.063 

1.688 
1.875 
2.063 
2.250 

1.828 
2.031 
2.234 
2.438 

1.97 

2.19 
2.41 
2.63 

2.11 

2.34 
2.58 
2.81 

2.25 
2.50 
2.75 
3.00 

3M 

3>2 

3M 

.203 
.219 
.234 
.250 

.406 
.438 
.469 
.500 

.609 
.656 
.703 
.750 

.813 
.875 
.938 
1.000 

1.016 
1.094 
1.172 
1.250 

1.219 
1.313 
1.406 
1.500 

1.422 
1.531 
1.641 
1.750 

1.625 
1.750 
1.875 
2.000 

1.828 
1.969 
2.109 
2.250 

2.031 

2.188 
2.344 
2.500 

2.234 
2.406 

2.578 
2.750 

2.438 
2.625 
2.813 
3.000 

2.641 
2.844 
3.047 
3.250 

2.84 
3.06 
3.28 
3.50 

3.05 
3.28 
3.52 
3.75 

3.25 
3.50 
3.75 
4.00 

18 

JK 

.266 
.281 
.297 
.313 

.531 
.563 
.594 
.625 

.797 
.844 
.891 
.938 

1.063 
1.125 

1.188 
1.250 

1.328 
1.406 
1.484 
1.563 

1.594 

1.688 
1.781 
1.875 

1.859 
1.969 

2.078 
2.188 

2.125 

2.250 
2.375 
2.500 

2.391 

2.531 
2.672 
2.813 

2.656 
2.813 
2.9G9 
3.125 

2.922 
3.094 
3.266 
3.438 

3.188 
3.375 
3.563 
3.750 

3.453 
3.656 
3.859 
4.063 

3.72 

3.94 
4.16 
4.38 

3.98 
4.22 
4.45 
4.69 

4.25 
4.50 
4.75 
5.00 

5M 
5^ 
5M 
6 

.328 
.344 
.359 
.375 

.656 

.688 
.719 
.750 

.984 
1.031 
1.078 
1.125 

1.313 
1.375 
1.438 
1.500 

1.641 
1.719 
1.797 
1.875 

1.969 
2.063 
2.156 
2.250 

2.297 
2.406 
2.516 
2.625 

2.625 

2.750 
2.875 
3.000 

2.953 
3.094 
3.234 
3.375 

3.281 
3.438 
3.594 
3.750 

3.609 
3.781 
3.953 
4.125 

3.938 
4.125 
4.313 
4.500 

4.266 
4.469 
4.672 
4.875 

4.59 

4.81 
5.03 
5.25 

4.92 
5.16 
5.39 
5.63 

5.25 
5.50 
5.75 
6.00 

6H 

6H 

•« 

.391 
.406 
.422 
.438 

.781 
.813 
.844 
.875 

1.172 
1.219 
1.266 
1.313 

1.563 
1.625 
1.688 
1.750 

1..953 
2.031 
2.109 

2.188 

2.344 
2.438 
2.531 
2.625 

2.734 
2.844 
2.953 
3.063 

3.125 
3.250 
3.375 
3.500 

3.516 
3.656 
3.797 
3.938 

3.906 
4.063 
4.219 
4.375 

4.297 
4.469 
4.641 
4.813 

4.688 
4.875 
5.063 
5.250 

5.078 
5.2S1 
5.484 
5.688 

5.47 
5.69 
5.91 
6.13 

5.86 
6.09 
6.33 
6.56 

6.25 
6.50 
6.75 
7.00 

?8 
S« 

.453 
.469 
.484 
.500 

.906 
.938 
.969 
1.000 

1.359 
1.406 
1.453 
1.500 

1.813 
1.875 
1.938 
2.000 

2.266 
2.344 
2.422 
2.500 

2.719 
2.813 
2.906 
3.000 

3.172 

3.281 
3.391 
3.500 

3.625 

3.750 
3.875 
4.000 

4.078 
4.219 
4.359 
4.500 

4.531 

4.688 
4.844 
5.000 

4.984 
5.156 
5.32S 
5.500 

5.438 
5.625 
5.813 
6.000 

5.891 
6.094 
6.297 
6.500 

6.34 

6.56 
6.78 
7.00 

6.80 
7.03 

7.27 
7.50 

7.25 
7.50 
7.75 
8.00 

8^ 

8^ 

;K 

.516 
.531 
.547 
.563 

1.031 
1.063 
1.094 
1.125 

1.547 

1.594 
1.641 
1.688 

2.063 
2.125 

2.188 
2.250 

2.578 
2.656 
2.734 
2.813 

3.094 
3.188 
3.281 
3.375 

3.609 
3.719 
3.828 
3.938 

4.125 

4.250 
4.375 
4.500 

4.641 
4.781 
4.922 
5.063 

5.156 
5.313 
5.469 
5.625 

5.672 

5.844 
6.016 
6.188 

6.188 
6.375 
6.563 
6.750 

6.703 
6.906 
7.109 
7.313 

7.22 
7.44 
7.66 

7.88 

7.73 

7.97 
8.20 
8.44 

8.25 
8.50 
8.75 
9.00 

\*<  \N\HI 

r-\-5\«\ 
O5O5O5O 

.578 
.594 
.609 
.625 

1.156 

1.188 
1.219 
1.250 

1.734 
1.781 
1.828 
1.875 

2.313 
2.375 
2.438 
2.500 

2.891 
2.969 
3.047 
3.125 

3.469 
3.563 
3.656 
3.750 

4.047 
4.156 
4.266 
4.375 

4.625 

4.750 
4.875 
5.000 

5.203 
5.344 
5.484 
5.625 

5.781 
5.938 
6.094 
6.250 

6.359 
6.531 
6.703 
6.875 

6.938 
7.125 
7.313 
7.500 

7.516 

7.719 
7.922 
8.125 

8.09 
8.31 
8.53 
8.75 

8.67 
8.91 
9.14 
9.38 

9.25 
9.50 
9.75 
10.00 

10  K 
10  M 
JOM 

.641 
.656 
.672 
.688 

1.281 
1.313 
1.344 
1.375 

1.922 
1.969 
2.016 
2.063 

2.563 
2.625 
2.688 
2.750 

3.203 
3.281 
3.359 
3.438 

3.844 
3.938 
4.031 
4.125 

4.484 
4.594 
4.703 
4.813 

5.125 
5.250 
5.375 
5.500 

5.766 
5.906 
6.047 
6.188 

6.406 
6.563 
6.719 
6.875 

7.047 
7.219 
7.391 
7.563 

7.688 
7.875 
8.063 
8.250 

8.328 
8.531 
8.734 
8.938 

8.97 
9.19 
9.41 
9.63 

9.61 

9.84 
10.08 
10.31 

10.25 
10.50 
10.75 
11.00 

11  J* 
HX 

!i* 

.703 
.719 
.734 
.750 

1.406 
1.438 
1.469 
1.500 

2.109 
2.156 
2.203 
2.250 

2.8133.516 
2.875,3.594 
2.9383.672 
3.0003.750 

4.2194.922 
4.3135.031 

4.4065.141 
4.50015.250 

5.625 

5.750 
5.875 
6.000 

6.328 
6.469 
6.609 
6.750 

7.031 
7.188 
7.344 
7.500 

7.734 
7.906 
8.078 
8.250 

8.438 
8.625 
8.813 
9.000 

9.141 
9.344 
9.547 
9.750 

9.84 
10.06 
10.28 
10.50 

10.55 
10.78 
11.02 
11.25 

11.25 
11.50 
11.75 
12.00 

AREAS   OF   RECTANGLES 


AREAS  OF  RECTANGULAR  SECTIONS—  Continued 

SQUARE  INCHES 

Width, 

Thickness.  Inches 

Inches 

| 

h.; 

* 

%6 

H 

%6 

% 

7/48 

% 

%e 

•~s 

Hie 

% 

1%6     % 

pi 

_L 

12^ 

.781 

'l.563 

2.344 

3.13 

3.91 

4.69 

5.47 

6.25 

7.03    7.81 

8.59 

9.38|  10.16  10.94 

11.72 

12.50 

13y2 

.M3 

1.625 

2.438  3.25 

4.06  4.88  5.69 

6.50 

7.31,  8.13 

8.94 

9.75 

10.56  11.38 

12.19 

13.00 

.844 

1.68SJ2.531   3.38 

4.22  5.06  5.91   6.75 

7.59 

8.44 

9.28 

10.13 

10.97  11.81 

12.66!  13.50 

14 

.875 

1.750 

2.625 

3.50 

4.38 

5.25 

6.13 

7.00 

7.88 

8.75 

9.63 

10.50jll.38j  12.25 

13.13 

14.00 

14i^ 

.906 

1.813 

2.719 

3.63 

4.53 

5.44 

6.34 

7.25 

8.16 

9.M 

9.97 

10.88!  11.  781  12.69 

13.59 

14.50 

15 

.9381.875 

2.813 

3.75 

4.69 

5.63 

6.56 

7.50 

8.44 

9.38 

10.31 

11.25 

12.1913.13 

14.06 

15.00 

15J-^ 

.969 

1.938 

2.906 

3.88 

4.84 

5.81 

6.78 

7.75 

S.72 

9.69 

10.66 

11.63 

!  12.59  13.56 

14.53 

15.50 

16 

1.000 

2.000 

3.000 

4.00 

5.00 

6.00 

7.00 

8.00 

9.00 

lO.OOi  11.00 

12.00 

13.0014.00 

15.00 

16.00 

16H  1-031 

2.063 

3.094 

4.13 

5.16 

6.19 

7.22 

8.25 

9.28  10.31 

11.34 

12.38 

13.41 

14.44 

15.47 

16.50 

17      1.0632.1263.188 

4.25 

5.31 

6.38 

7.44 

8.50 

9.56  10.63  11.69 

12.75  13.81!  14.88  15.94 

17.00 

17H  1-094 

2.1SS 

'5.2S1 

4.38 

5.47 

6.56 

7.66 

8.75 

9.84  10.94 

12.03 

13.13 

14.22  15.31 

16.41 

17.50 

18      1.1252.2503.375 

4.50  5.63 

6.75 

7.88|  9.00  10.13 

11.251  12.38  13.50 

14.63 

15.75  16.88 

18.00 

WA 

1.1562.313:3.469 

4.63  5.78 

6.94 

8.09 

9.25 

10.41 

11.56'  12.72  13.88 

15.03 

16.19'l7.34 

18.50 

19     11.188 

2.375 

3.563  4.75  5.94 

7.13 

8.31 

9.50!  10.69  11.88 

13.06 

14.25 

15.44  16.63 

17.81 

19.00 

19^  1.219  2.4383.656i  4.88!  6.09 

7.31 

8.53 

9.75  10.97  12.19 

13.41 

14.63  15.84  17.0618.28 

19.50 

20      1.250 

2.500 

3.750  5.00  6.25 

7.50 

8.75 

10.00 

11.25 

12.50 

13.75 

15.00 

16.25 

17.50 

18.75 

20.00 

20  M 
21 

1.281  2.5633.844  5.13  6.41 
1.313:2.6253.938'  5.25!  6.56 

7.69 

7.88 

8.9710.25 
9.1910.50 

11.53 
11.81 

12.81 
13.13 

14.09!  15.381  16.66 
14.44  15.75!  17.06 

17.9419.22 
18.38119.69 

20.50 
21.00 

2\YZ  1.344 

2.6-Sts 

4.031   5.38  6.72  8.06 

9.41 

10.75  112.09  13.44 

14.78 

16.13 

17.47 

18.81 

20.16 

21.50 

22 

1.375  2.7504.125 

5.50 

G.NS 

8.25 

9.63 

11.00 

12.38  13.75 

15.13 

16.50 

17.88 

19.25 

20.63 

22.00 

22  H 

1.406 

2.813 

4.219 

5.63 

7.03 

8.44 

9.84 

11.25 

12.66 

14.06 

15.47 

16.88 

18.28 

19.69 

21.09 

22.50 

23      1.438  '2.  875 

4.313 

5.75 

7.19 

8.6310.0611.50 

12.94J  14.38 

15.81 

17.25 

18.69 

20.1321.5623.00 

23J/21.469 

2.938 

4.406 

5.88 

7.34 

8.81  10.28 

11.75 

13.2214.69 

16.16 

17.63 

19.09 

20.56 

22.03 

23.50 

24 

1.500 

3.000 

4.500 

6.00 

7.50 

9.0010.5012.00 

13.5015.00 

16.50 

18.00  19.50 

21.00!  22.50  24.00 

25 

1.563 

3.125 

4.688 

6.25 

7.81 

9.3810.9412.50 

14.06J15.63 

17.19 

18.75  20.31 

21.88*23.44  25.00 

26      1.6253.250J4.875 

6.50 

8.13  9.7511.3813.00 

14.63  16.25  17.88 

19.50  21.13 

22.7524.3826.00 

27      1.6S8 

3.375 

5.063 

6.75 

8.44J10.13  11.81 

13.50 

15.19  16.88 

18.56 

20.25 

21.94 

23.63 

25.31 

27.00 

28 

1.7503.5005.250 

7.00 

8.75  10.5012.25  14.00 

15.75 

17.5019.2521.00 

22.75 

24.50 

26.25 

28.00 

29      1.813  '3.625(5.438  7.25  9.06!l0.88  12.69|l4.50 
30      1.875:3.7505.625  7.50  9.3S  11.25  13.1315.00 

16.31 

16.88 

18.1319.9421.75 
18.7520.63  22.50 

23.56  25.38 
24.38  26.25 

27.19  29.00 
28.13  30.GO 

31       1.9383.87515.813 

7.7.1   9.6911.6313.5615.50 

17.44 

19.38  21.31 

23.25125.19 

27.1329.06131.00 

32      2.000  4.000 

(.000 

8.0010.0012.0014.0016.00 

18.0020.0022.00 

24.00126.00 

28.00 

30.00  32.CO 

33     '2.063  1.125 
34      2.125  4.250 

6.188 
L375 

8.25  10.31 
8.50  10.63 

12.38 
12.75 

14.44|l6.50 

14.8817.00 

18.56 
19.13 

20.63 

21.25 

22.69 
23.38 

24.75  26.81  28.88 
25.50'  27.63)  29.75 

30.94  33.00 
31.88  34.00 

35      2.1S8 
36      12.250 

4.3756.563 
4.5006.750 

8.7510.9413.1315.3117.50 
9.00ill.25  13.50  15.75  18.00 

19.69  21.88 
20.25  22.50 

24.06  26.251  28.44)  30.63 
24.75  27.00  29.25i31.50 

32.81  35.00 
33.75  36.00 

37      2.3134.6256.938 
38      2.375  4.75(i  7.12.J 

9.2511.56  13.88  16.19'18.50 
9.5011.8814.2516.6319.00 
9.7512.1914.6317.0619.50 

20.81  23.13  25.44  27.75 
21.38!23.75  26.13  28.50 

21.94  24.38  26.81  29.25 

30.06  32.38  34.69  37.00 
30.88  33.25  35.63  38.00 
31.69  34.13>36.56  39.00 

40      2!500;5!000>!500  10.00  .12.50  15.00,17.50 

20.00 

22.50  25.00  27.50  30.00;  32.50|  35.00 

37.5040.00 

41      2.563  5.1257.688  10.25  12.81  15.38'l7.94  20.50 
42      S2.625  5.250  7.875  10.50  13.13  15.75  18.38  21.00 

23.06  25.63!28.19'30.75  33.3ll35.88  38.44  41.00 
23.63  28.25!28.88  31.50  34.  13!  36.75  39.38  42.00 

43      2.688 

5.375 

8.06310.7513.4416.1318.81 

21.50 

24.19  26.88 

29.56 

32.25 

34.9437.63 

40.31 

43.00 

44 

2.750  5.5008.25011.00 

13.7516.5019.25:22.00 

24.75127.50 

30.2533.00 

35.75 

38.50:41.  25  44.00 

45 

2.813 

5.625 

8.43S  11.25  14.06 

16.8819.69 

22.50 

25.3128.13 

30.94' 

33.75 

36.56  39.38 

42.19 

45.00 

46      2.^75 

5.750 

8.625  11.50  14.38  17.2520.13 

23.00 

25.88!  28.75 

31.63 

34.50 

37.38i  40.25 

43.13 

46.00 

47      2.938  5.875  8.813  11.75  14.69  17.63  20.56  23.50  26.44.29.38J32.31  35.25  38.19  41.13  44.06  47.00 
48      3.000,6.0009.000  12.00115.00j18.0021.00|24.00i27.00130.00  33.00,  36.00,  39.00142.00,45.0048.00 

87 


CARNEGIE    STEEL    COMPANY 


AREAS  OF  RECTANGULAR  SECTIONS—  Concluded 

SQUARE  INCHES 

Width, 

Thickness,  Inches 

Inches 

Mo 

Vs 

3/10 

V4. 

5/16 

% 

7/ie 

% 

9/io 

% 

Hio 

% 

13/io 

Vs 

Ir>i6 

1 

49 

3.06 

6.13 

9.19 

12.25 

15.31 

18.38 

21.44 

24.50 

27.56 

30.63 

33.69 

36.75 

39.81 

42.88 

45.94 

49.00 

50 

3.13 

6.25 

9.3812.50 

15.63 

18.75 

21.88 

2f).0<) 

28.13 

31.25 

34.38 

37.50 

40.63 

43.75 

46.88 

50.00 

51 

3.19 

6.38 

9.5612.75 

15.94 

19.13 

22.31 

25.50 

28.69 

31.88 

35.06 

38.25 

41.44 

44.63 

47.81 

51.00 

52 

3.25 

6.50 

9.7513.00 

16.25 

19.50 

22.75 

26.00 

29.25 

32.50 

35.75 

39.00 

42.25 

45.50 

48.75 

52.00 

53 

3.31 

6.63 

9.9413.25 

16.56 

19.88 

23.19 

26.50 

29.81 

33.13 

36.44 

39.75 

43.06 

46.38 

49.69 

53.00 

54 

3.38 

6.75 

10.1313.50 

16.88 

20.2523.63127.00 

30.38 

33.75 

37.13 

40.50 

43.88 

47.25 

50.63 

54.00 

55 
56 

3.44 
3.50 

6.88 
7.00 

10.3l|l3.75 
10.5014.00 

17.19 
17.50 

20.63 
21.00 

24.0627.50 
24.5028.00 

30.94 
31.50 

34.38 
35.00 

37.81 
38.50 

41.25 
42.00 

44.69 
45.50 

48.13 
49.00 

51.56 
52.50 

55.00 
56.00 

57 

3.56 

7.13 

10.6914.25 

17.81 

21.38 

24.9428.50 

32.06 

35.63 

39.19 

42.75 

46.31 

49.88 

53.44 

57.00 

58 
59 
60 

3.63 
3.69 
3.75 

7.25 
7.38 
7.50 

10.8814.50 
11.0614.75 
11.2515.00 

18.13 
18.44 
18.75 

21.75 
22.13 
22.50 

25.38:29.00 
25.81)29.50 
26.2530.00 

32.63 
33.19 
33.75 

36.25 
36.88 
37.50 

39.88 
40.56 
41.25 

43.50 
44.25 
45.00 

47.13 
47.94 
48.75 

50.75 
51.63 
52.50 

54.38 
55.31 
56.25 

58.00 
59.00. 
60.00 

61 

3.81 

7.63 

11.4415.25 

19.06 

22.88 

26.6930.50 

34.31 

38.13 

41.94 

45.75 

49.56 

53.38 

57.19 

61.00 

62 

3.88 

7.75 

11.6315.50 

19.38 

23.25 

27.13I31.00 

34.88 

38.75 

42.63 

46.50 

50.38 

54.25 

58.13 

62.00 

63 

3.94 

7.88 

11.8115.75 

19.69 

23.63 

27.56 

31.50 

35.44 

39.38 

43.31 

47.25 

51.19 

55.13 

59.06 

63.00 

64 

4.00 

8.00 

12.00  16.00 

20.00 

24.00 

28.00 

32.00 

36.00 

40.00 

44.00 

48.00 

52.00 

56.00 

60.00 

64.00 

65 

4.06 

8.13 

12.1916.25 

20.31 

24.38 

28.44 

32.50 

36.56 

40.63 

44.69 

48.75 

52.81 

56.88 

60.94 

65.00 

66 

4.13 

8.25 

12.3816.50 

20.63 

24.75 

28.88 

33.00 

37.13 

41.25 

45.38 

49.50 

53.63 

57.75 

61.88 

06.00 

67 

4.19 

8.38 

12.5616.75 

20.94 

25.13 

29.31 

33.50 

37.69 

41.88 

46.06 

50.25 

54.44 

58.63 

62.81 

67.00 

68 

4.25 

8.50 

12.7517.00 

21.25 

25.50 

29.75 

34.00 

38.25 

42.50 

46.75 

51.00 

55.25 

59.50 

63.75 

68.00 

69 

4.31 

8.63 

12.94 

17.25 

21.56 

25.88 

30.19 

34.50 

38.81 

43.13 

47.44 

51.75 

56.06 

60.38 

64.69 

69.00 

70 

4.38 

8.75 

13.13 

17.50 

21.88 

26.25 

30.63 

35.00 

39.38 

43.75 

48.13 

52.50 

56.88 

61.25 

65.63 

70.00 

71 

4.44 

8.88 

13.31 

17.75 

22.19 

26.63 

31.06 

35.50 

39.94 

44.38 

48.81 

53.25 

57.69 

62.13 

66.56 

71.00 

72 

4.50 

9.00 

13.50 

18.00 

22.50 

27.00 

31.50 

36.00 

40.50 

45.00 

49.50 

54.00 

58.50 

63.00 

67.50 

72.00 

73 

4.56 

9.13 

13.69 

18.25 

22.81 

27.38 

31.94 

36.50 

41.06 

45.63 

50.19 

54.75 

59.31 

63.88 

68.44 

73.00 

74 

4.63 

9.25 

13.88 

18.50 

23.13 

27.75 

32.38 

37.00 

41.63 

46.25 

50.88 

55.50 

60.13 

64.75 

69.38 

74.00 

75 

4.69 

9.38 

14.06 

18.75 

23.44 

28.13 

32.81 

37.50 

42.19 

46.88 

51.56 

56.25 

60.94 

65.63 

70.31 

75.00 

76 

4.75 

9.50 

14.25 

19.00 

23.75 

28.50 

33.25 

38.00 

42.75 

47.50 

52.25 

57.00 

61.75 

66.50 

71.25 

76.00 

77 
78 

4.81 

4.88 

9.63 
9.75 

14.44 
14.63 

19.25 
19.50 

24.06 

24.38 

28.88 
29.25 

33.69 
34.13 

38.50 

39.00 

43.31 

43.88 

48.13 

48.75 

52.94 
53.63 

57.75 

58.50 

62.56 
63.38 

67.38 
68.25 

72.19 
73.13 

77.00 
78.00 

79 
80 

4.94 
5.00 

9.88 
10.00 

14.8119.7524.69 
15.00  20.00J25.00 

29.63j34.56  39.50 
30.0035.0040.00 

44.44 
45.00 

49.38 
50.00 

54.31 
55.00 

59.25 
60.00 

64.19 
65.00 

69.13 
70.00 

74.06 
75.00 

79.00 
80.00 

81 
82 

5.06 
5.13 

10.13 
10.25 

15.19 

15.38 

20.2525.31 
20.5025.63 

30.38 
30.75 

35.44 

35.88 

40.50 
41.00 

45.56 
46.13 

50.63 
51.25 

55.69 
56.38 

60.75 
61.50 

65.81 
66.63 

70.88 
71.75 

75.94 

76.88 

81.00 
82.00 

83 

5.19 

10.38 

15.56 

20.75 

_'.->.',!  ! 

31.13 

36.31 

41.50 

46.69 

51.88 

57.06 

62.25 

67.44 

72.63 

77.81 

83.00 

84 

5.25 

10.50 

15.75 

21.00 

26.25 

31.50 

36.75 

42.00 

47.25 

52.50 

57.75 

63.00 

68.25 

73.50 

78.75 

84.00 

85 

5.31 

10.63 

15.94 

21.25 

26.56 

31.88 

37.19 

42.50. 

47.81 

53.13 

58.44 

63.75 

69.06 

74.38 

79.69 

85.00 

86 

5.38 

10.75 

16.13 

21.50 

26.88 

32.25 

37.63 

43.00 

48.38 

53.75 

59.13 

64.50 

69.88 

75.25 

80.63 

86.00 

87 

5.44 

10.88 

16.31 

21.75 

27.19 

32.63 

38.06 

43.50 

48.94 

54.38 

59.81 

65.25 

70.69 

76.13 

81.56 

87.00 

88 

5.50 

11.00 

16.50 

22.00 

27.50 

33.00 

38.50 

44.00 

49.50 

55.00 

60.50 

66.00 

71.50 

77.00 

82.50 

88.00 

89 

5.56 

11.13 

16.69 

22.25 

27.81 

33.38 

38.94 

44.50 

50.06 

55.63 

61.19 

66.75 

72.31 

77.88 

83.44 

89.00 

90 

5.63 

11.25 

16.88 

2250 

28.13 

33.75 

39.38 

45.00 

50.63 

56.25 

61.88 

67.50 

73.13 

78.75 

84.38 

90.00 

91 

5.69 

11.38 

17.06 

22.75 

28.44 

34.13 

39.81 

45.50 

51.19 

56.88 

62.56 

68.25 

73.94 

79.63 

85.31 

91.00 

92 

5.75 

11.50 

17.25 

23.00 

28.75 

34.50 

40.25 

46.00 

51.75 

57.50 

63.25 

69.00 

74.75 

80.50 

86.25 

92.00 

93 

5.81 

11.63 

17.44 

23.25 

29.06 

34.88 

40.69 

46.50 

52.31 

58.13 

63.94 

69.75 

75.56 

81.38 

87.19 

93.00 

94 

5.88 

11.75 

17.63 

23.51) 

29.38 

35.25 

41.13 

47.00 

52.88 

58.75 

64.63 

70.50 

76.38 

82.25 

88.13 

94.00 

95 

5.94 

11.88 

17.81 

23.75 

29.69 

35.63 

41.56 

47.50 

53.44 

59.38 

65.31 

71.25 

77.19 

83.13 

89.06 

95.00 

96 

6.00 

12.00 

18.00 

24.00 

30.00 

36.00 

42.00 

48.00 

54.00 

60.00 

66.00 

72.00 

78.00 

84.00 

90.00 

96.00 

97 

6.06 

12.13 

18.19 

24.25 

30.31 

36.38 

42.44 

48.50 

54.56 

60.63 

66.69 

72.75 

78.81 

84.88 

90.94 

97.00 

98 

6.13 

12.25 

18.38 

24.50 

30.63 

36.75 

42.88 

49.00 

55.13 

61.25 

67.38 

73.50 

79.63 

85.75 

91.88 

98.00 

99 
100 

6.19 
6.25 

12.38il8.56 
12.50,18.75 

24.75 
25.00 

30.94  37.13 
31.25J37.50 

43.31 
43.75 

49.50 
50.00 

55.69 
56.25 

61.88 
62.50 

68.06 
68.75 

74.25 
75.00 

80.44 
81.25 

86.63 
87.50 

92.81 
93.75 

99.00 
100.0 

88 


WEIGHTS   OF   FLAT   ROLLED  STEEL 


WEIGHTS  OF  FLAT  ROLLED  STEEL 

POUNDS  PER  LINEAL  FOOT 

Width, 

Thickness,  Inches 

Inches 

tte 

Vs 

9io 

K 

He 

% 

7/io 

% 

He 

% 

1%6 

% 

!%6 

7/8 

1%0 

1 

34 

.053 

.106 

.159 

.213 

.27 

.32 

.37 

.43 

.48 

.53 

.58 

.64 

.69 

.74 

.80 

.85 

3l 

.106 

.213 

.319 

.425 

.53     .64 

.74 

.85 

.96 

1.06 

1.17 

1.28 

1.38 

1.49 

1.59 

1.70 

X 

.159 

.319 

.478 

.638 

.80 

.96 

1.12 

1.28 

1.43 

1.59 

1.75 

1.91 

2.07 

2.23 

2.39 

2.55 

1 

.213 

.425 

.638 

.850 

1.06 

1.28 

1.49 

1.70 

1.91 

2.13 

2.34 

2.55 

2.76 

2.98 

3.19 

3.40 

134 

.266 

.531 

.797 

1.063 

1.33 

1.59 

1.86 

2.13 

2.39 

2.66 

2.92 

3.19 

3.45 

3.72 

3.98 

4.25 

ig 

.319 

.638 

.956 

1.275 

1.59 

1.91 

2.23 

2.55 

2.87 

3.19 

3.51 

3.83 

4.14 

4.46 

4.78 

5.10 

.372 

.744 

1.116 

1.488 

1.86 

2.23 

2.60 

2.98 

3.35 

3.72 

4.09 

4.46 

4.83 

5.21 

5.58 

5.95 

2  * 

.425 

.850 

1.275 

1.700 

2.13 

2.55 

2.98 

3.40 

3.83 

4.25 

4.68 

5.10 

5.53 

5.95 

6.38 

6.80 

234 

.478 

.956 

1.434 

1.913 

2.39 

2.87 

3.35 

3.83 

4.30 

4.78 

5.26 

5.74 

6.22 

6.69 

7.17 

7.65 

2/^ 

.531 

1.063 

1.594 

2.125 

2.66  3.19 

3.72 

4.25 

4.78 

5.31 

5.84 

6.38 

6.91 

7.44 

7.97 

8.50 

2% 

.584 

1.169 

1.753 

2.338 

2.92 

3.51 

4.09 

4.68 

5.26 

5.84 

6.43 

7.01 

7.60 

8.18 

8.77 

9.35 

3 

.638 

1.2751.913 

2.550 

3.19 

3.83 

4.46 

5.10 

5.74 

6.38 

7.01 

7.65 

8.29 

8.93 

9.56 

10.20 

3J4 

.691 

1.3812.072 

2.763 

3.45 

4.14 

4.83 

5.53 

6.22 

6.91 

7.60 

8.29 

8.98 

9.67 

10.36 

11.05 

Sj 

.744 

1.  48812.231 

2.975 

3.72 

4.46 

5.21 

5.95 

6.69 

7.44 

8.18 

8.93 

9.67 

10.41 

11.16 

11.90 

.797 

1.594 

2.391 

3.188 

3.98 

4.78 

5.58 

6.38 

7.17 

7.97 

8.77 

9.56 

10.36 

11.16 

11.95 

12.75 

4  * 

.850 

1.700J2.550 

3.400 

4.25 

5.10 

5.95 

6.80 

7.65 

8.50 

9.35 

10.20 

11.05 

11.90 

12.75 

13.60 

434 

.903 

1.806 

2.709 

3.613 

4.52 

5.42 

6.32 

7.23 

8.13 

9.03 

9.93 

10.84 

11.74 

12.64 

13.55 

14.45 

4H 

.956 

1.9132.869 

3.825 

4.78 

5.74 

6.69 

7.65 

8.61 

9.56 

10.5211.4812.43 

13.39 

14.34 

15.30 

4% 

1.009 

2.019 

3.028 

4.038 

5.05 

6.06 

7.07 

8.08 

9.08 

10.09 

11.10  12.11  13.12 

14.13 

15.14 

16.15 

5 

1.063 

2.125 

3.188 

4.250 

5.31 

6.38 

7.44 

8.50 

9.56 

10.63 

11.6912.7513.81 

14.88 

15.94 

17.00 

534 

1.116 

2.231J3.347 

4.463  5.58  6.69  7.81 

8.93 

10.04 

11.16  12.27!  13.39!  14.50 

15.62 

16.73 

17.85 

JH 

1.169 
1.222 

2.3383.506 
2.4443.666 

4.675  5.84 
4.888   6.11 

7.01   8.18 
7.33  8.55 

9.35 
9.78 

10.52  11.691  12.86|  14.03  15.191  16.36  17.53 
ll.OOj  12.22;  13.44!  14.66  15.88  17.1  1|  18.33 

18.70 
19.55 

6  4 

1.275 

2.5503.825 

5.100 

6.38 

7.65  8.93 

10.20 

11.48 

12.75 

14.03 

15.30  1  16.581  17.85  19.13 

20.40 

634 

1.328 

2.6563.984 

5.313 

6.64 

7.97  9.30 

10.63 

11.95 

13.28 

14.61 

15.94!  17.27  18.59  19.92 

21.25 

1.381 

2.763 

4.144 

5.525 

6.91 

8.29  9.67 

11.05 

12.43i  13.81  15.19  16.58;  17.96[  19.34  20.72  22.10 

6M 

1.434 

2.8694.303 

5.738 

7.17 

8.6110.04 

11.48 

12.91,14.34  15.78  17.21  18.65,20.08  21.52122.95 

7 

1.488 

2.975 

4.463 

5.950 

7.44 

8.9310.41 

11.90 

13.39!  14.88  16.36 

17.851  19.34  20.83 

22.31  23.80 

734 

1.541 

3.081 

4.622 

6.163 

7.70 

9.24 

10.78 

12.33 

13.87!  15.41 

16.95 

18.491  20.03 

21.57 

23.11 

24.65 

rS 

8 

1.594 
1.647 
1.700 

3.1884.781)6.375  7.97i  9.5611.16 
3.2944.9416.588  8.23:  9.8811.53 
3.4005.1006.800  8.5010.2011.90 

12.75 
13.18 
13.60 

14.34  15.94  17.53  19.13  20.72  22.31i23.91<25.50 
14.82  16.47  18.12  19.76  21.41  23.06  24.70  26.35 
15.30!7.00,  18.70  20.40^2.10  23.80  25.50  27.20 

834 

1.753 

3.506 

5.2597.013 

8.77  10.52  12.27 

14.03 

15.78'  17.53'  19.28  21.04  22.79!  24.54 

26.30 

28.05 

1.806 

3.613  5.419J7.225  9.0310.8412.64 

14.45  16.26  18.06  19.87  21.68  23.48  25.29  27.09  28.90 

»3 

1.859 

3.719 

5.57* 

7.438  9.3011.1613.02 

14.88!  16.73  18.59  20.45  22.31  24.17I26.03I27.89;  29.75 

9 

1.913 

3.8255.738 

7.650  9.5611.48,13.39 

15.30 

17.21 

19.13 

21.04 

22.95  24.86|  26.78  28.69J  30.60 

934 

1.966 

3.931|5.897 

7.863  9.83 

11.7913.76 

15.73 

17.69 

19.66 

21.62 

23.59 

25.55  27.52  29.48'  31  45 

t9 

2.019 
2.072 

4.038!6.056 
4.144|6.216 

8.07510.0912.1114.13 
8.28810.3612.4314.50 

16.15  18.17  20.19  22.21  24.23  26.24  28.26  30.28!  32.30 
16.58  18.65  20.72  22.79  24.86  26.93  29.01i31.08!33.15 

10 

2.125 

4.250J6.375 

8.500  10.63  12.75  14.88 

17.00 

19.13  21.25  23.38  25.50  27.63 

29.75  31.88  34.00 

1034 

2.178 

4.356 

6.534 

8.713 

10.89 

13.0715.25 

17.43 

19.60 

21.78 

23.96 

26.14 

28.32 

30.49 

32.67 

34.85 

IOH 

2.231 

4.463 

6.694 

8.92511.1613.3915.62 

17.85 

20.08 

22.31 

24.54  26.78J  29.01 

31.24 

33.47 

35.70 

10  M 

2.284 

4.569 

6.853 

9.13811.4213.7115.99 

18.28 

20.56 

22.84 

25.13  27.41  29.70 

31.98 

34.27 

36.55 

11 

2.338 

4.675 

7.013 

9.35011.6914.0316.36 

1 

18.70 

21.04 

23.38 

25.71 

28.05 

30.39 

32.73 

35.06  37.40 

llM 

2.391 

4.781 

7.172 

9.56311.9514.3416.73 

19.13 

21.52 

23.91 

26.30 

28.69 

31.08 

33.47 

35.86138.25 

12  * 

2.444 
2.497 
2.550 

4.888I7.331 
4.994)7.491 
5.10017.650 

9.77512.2214.6617.11 
9.98812.4814.9817.48 
10.20il2.7515.30il7.85 

19.55  21.99  24.44  26.88i29.33  31.77 
19.98  22.47!  24.97  27.47  29.96  32.46 
20.40  22.95125.50[28.05130.60[33.15 

34.21 
34.96 
35.70 

36.66 
37.45 
38.25 

39.10 
39.95 
40.80 

89 


CARNEGIE    STEEL    COMPANY 


WEIGHTS  OF  FLAT  ROLLED  STEEL—  Continued 

POUNDS  PER  LINEAL  FOOT 

Thickness,  Inches 

Width, 

Inches 

He 

Vs 

3/io 

Vi 

5/1(5 

/ 
3/8 

7/1(5 

% 

%e 

% 

11/10 

8/4 

13/1C 

T/8 

lr/ie 

1 

12,A 

2.66 

5.31 

7.97 

10.63 

13.28 

15.94:18.59 

21.25 

23.91 

26.56 

29.2 

31.9 

34.5 

37.2 

39.8 

42.5 

13 

2.76 

5.53 

8.29,11.05 

13.81J16.58 

19.34 

22.10 

24.86 

27.63 

30.4 

33.2 

35.9 

38.7 

41.4 

44.2 

2.87 

5.74 

8.61  11.48 

14.34 

17.21  20.08 

22.95 

25.82 

28.69 

31.6 

34.4 

37.3 

40.2 

43.0 

45.9 

14 

2.98 

5.95 

8.93 

11.90 

14.88 

17.8520.83 

23.80 

26.78 

29.75 

32.7 

35.7 

38.7 

41.7 

44.6 

47.6 

Uy2 

3.08 

6.16 

9.24112.33 

15.41 

18.49 

21.57 

24.65 

27.73 

30.81 

33.9 

37.0 

40.1 

43.1 

46.2 

49.3 

15 

3.19 

6.38 

9.56 

12.75 

15.94 

19.13 

22.31 

25.50 

28.69 

31.88 

35.1 

38.3 

41.4 

44.6 

47.8 

51.0 

3.29 

6.59 

9.8813.18 

16.47  19.76'23.06 

26.35 

29.64 

32.94 

36.2 

39.5 

42.8 

46.1 

49.4 

52.7 

16  2 

3.40 

6.80 

10.20 

13.60jl7.00 

20.40 

23.80 

27.20 

30.60 

34.00 

37.4 

40.8 

44.2 

47.6 

51.0 

54.4 

16^ 

3.51 

7.01 

10.52 

14.0317.53 

21.0424.54 

28.05 

31.56 

35.06 

38.6 

42.1 

45.6 

49.1 

52.6 

56.1 

17 

3.61 

7.23 

10.84 

14.4518.06 

21.68 

25.29 

28.90 

32.51  36.13 

39.7 

43.4 

47.0 

50.6 

54.2 

57.8 

3.72 

7.44  11.  16  14.88ll8.59  22.31  26.03  29.75 

33.4737.19 

40.9 

44.6 

48.3 

52.1 

55.8 

59.5 

18 

3.83 

7.65 

11.48 

15.3019.13 

22.95 

26.78  30.60 

34.43  38.25 

42.1 

45.9 

49.7 

53.6 

57.4    61.2 

18H 

3.93 

7.8611.79 

15.73 

19.66'23.59 

27.52 

31.45 

35.38 

39.31 

43.2 

47.2 

51.1 

55.0 

59.0 

62.9 

19 

4.04 

8.08 

12.11 

16.1520.19 

24.23 

28.26 

32.30 

36.34 

40.38 

44.4 

48.5 

52.5 

56.5 

60.6 

64.6 

19/^ 

4.14 

8.29 

12.43 

16.58,20.72 

24.86 

29.01 

33.15 

37.2941.44 

45.6 

49.7 

53.9 

58.0 

62.2 

66.3 

20 

4.25 

8.50 

12.75,17.0021.25,25.50 

29.75 

34.00 

38.25 

42.50 

46.8 

51.0 

55.3 

59.5 

63.8 

68.0 

20^ 

4.36 

8.71 

13.0717.43 

21.7826.14 

30.49 

34.85 

39.21 

43.56 

47.9 

52.3 

56.6 

61.0 

65.3 

69.7 

21 

4.46 

8.9313.39J17.85 

22.3126.78 

31.24 

35.70 

40.16 

44.63 

49.1 

53.6 

58.0 

62.5 

66.9 

71.4 

21  J/£ 

4.57 

9.14 

13.71 

1S.2.S 

22.84 

27.41 

31.98 

36.55 

41.12 

45.69 

50.3 

54.8 

59.4 

64.0 

68.5 

73.1 

22 

4.68 

9.35 

14.03 

18.70 

23.38j28.05  32.73 

37.40 

42.08 

46.75 

51.4 

56.1 

60.8 

65.5 

70.1 

74.8 

22  yz 

4.78 

9.56 

14.34 

19.13 

23.91 

28.6933.47 

38.25 

43.03 

47.81 

52.6 

57.4 

62.2 

66.9 

71.7 

76.5 

23 

4.89 
4.99 

9.7814.66)19.55 
9.99|14.9S|l9.98 

24.4429.33:34.21 
24.9729.9634.96 

39.10 
39.95 

43.99 
44.94 

48.88 
49.94 

53.8 
54.9 

58.7 
59.9 

63.5 
64.9 

68.4 
69.9 

73.3 
74.9 

78.2 
79.9 

24  2 

5.10 

10.20 

15.30 

20.40 

25.50 

30.60 

35.70 

40.80 

45.90 

51.00 

56.1 

61.2 

66.3 

71.4 

76.5 

81.6 

25 

5.31 

10.63  15.94121.25 

26.5631.8837.19 

42.50 

47.81 

53.13 

58.4 

63.8 

69.1 

74.4 

79.7 

85.0 

26 

5.53 

11.05 

16.58 

22.1027.63 

33.15 

38.68 

44.20 

49.73 

55.25 

60.8 

66.3 

71.8 

77.4 

82.9 

88.4 

27 

5.74 

11.48 

17.21 

22.9528.69 

34.43 

40.16 

45.90 

51.64 

57.38 

63.1 

68.9 

74.6 

80.3 

86.1 

91.8 

28 

5.95 

11.90 

17.85|23.80|29.75 

35.70 

41.65 

47.60 

53.55 

59.50 

65.5 

71.4 

77.4 

83.3 

89.3 

95.2 

29 

6.16 

12.3318.4924.6530.81 

36.9843.14 

49.30 

55.46 

61.63 

67.8 

74.0 

80.1 

86.3 

92.4 

98.6 

30 

6.38 

12.75 

19.13  25.50i31.88  38.25  44.63 

51.00 

57.38 

63.75 

70.1 

76.5 

82.9 

89.3 

95.6 

102.0 

31 

6.59 

13.18 

19.76 

26.35132.94 

39.53 

46.11 

52.70 

59.29 

65.88 

72.5 

79.1 

85.6 

92.2 

98.8|  105.4 

32 

6.80 

13.60  20.40127.20134.00  40.80147.60 

54.40 

61.20 

68.00 

74.8 

81.6 

88.4 

95.2 

102.0J  108.8 

33 

7.01 

14.0321.04 

28.05'35.06 

42.0849.09 

56.10 

63.11 

70.13 

77.1 

84.2 

91.2 

98.2 

105.2  112.2 

34 
35 

7.23 
7.44 

14.45  21.68  28.90l38.1343.35l50.58 

14.88  22.31  29.75|37.19  44.63152.06 

57.80 
59.50 

65.03 

(MM 

72.25 
74.38 

79.5 
81.8 

86.7 
89.3 

93.9 
96.7 

101.2 
104.1 

108.4115.6 
111.6:119.0 

36 

7.65 

15.30 

22.95 

30.6038.25 

45.90 

53.55 

61.20 

68.85 

76.50 

84.2 

91.8 

99.5 

107.1 

114.81  122.4 

1 

37 
38 

7.86 
8.08 

15.73  23.59|31.45|39.3l|47.18|55.04 

16.15i24.23!32.30i40.38  48.45  56.53 

62.90 
64.60 

70.76 
72.68 

78.63 

80.75 

86.5 

88.8 

94.4 
96.9 

102.2 
105.0 

110.1 
113.1 

117.9'  125.8 
121.l!l29.2 

39 

8.29  16.58  24.86  33,  15)41.44  49.73  58.01 

66.30 

74.59  82.88 

91.2 

99.5 

107.7 

116.0 

124.3  132.6 

40 

8.50 

17.00 

25.50 

34.0042.50 

51.00 

59.50 

68.00 

76.50 

85.00 

93.5 

102.0 

110.5  119.0 

127.5  136.0 

41 

8.71 

17.4326.14 

34.8543.56 

52.2860.99 

69.70 

78.41 

87.13 

95.8 

104.6 

113.3122.0 

130.7 

139.4 

42 

8.93117.85  26.78  35.70i44.63  53.55162.48 

71.40 

80.33 

89.25 

98.2 

107.1 

116.0  125.0 

133.9|142.8 

,43 

9.14  18.28 

27.41 

36.5545.69 

f>l.,s:j 

\\:\.\\\\ 

73.10 

82.24 

91.38 

100.5 

109.7 

118.81127.9 

137.1  146.2 

44 

9.35 

18.70  28.05  37.40)46.75  56.10  65.45 

74.80 

84.15 

93.50 

102.9 

112.2 

121.6130.9 

140.3  149.6 

45 

9.56 

19.13J28.69 

38.2547.81 

57.38 

66.94 

76.50 

86.06 

95.63 

105.2 

114.8 

124.3  133.9 

143.4 

153.0 

46 

9.78 

19.55129.33  39.10i48.8858.65i68.43 

78.20 

87.98 

97.75  107.5 

117.3 

127.1  136.9 

146.6  156.4 

47 

9.99 

19.98 

29.90 

39.9549.94 

.V.i.'.i:', 

69.!)  1 

79.90 

89.89 

99.88109.9 

119.9 

129.8139.8 

149.8 

159.8 

48 

10.20 

20.40|30.60l40.80|51.0061.20|71.40 

81.60 

91.80 

102.0  112.2 

122.4 

132.6[  142.8 

153.0 

163.2 

90 


WEIGHTS   OF  FLAT   ROLLED  STEEL 


WEIGHTS  OF  FLAT  ROLLED  STEEL—  Concluded 

POUNDS  PER  LINEAL  FOOT 

Width, 

Thickness,  Inches 

Inches 

H« 

% 

%6 

y* 

%e 

% 

%0 

y2 

%6 

% 

^6 

% 

1Jfto 

7/8 

15Ae 

1 

49 

10.4 

20.8 

31.2 

41.7 

52.1 

62.5 

72.9 

83.3 

93.7 

104.1 

114.5 

125.0 

135.4 

145.8 

156.2 

166.6 

50 

10.6 

21.3 

31.9 

42.5 

53.1 

63.8 

74.4 

85.0 

95.6 

106.3 

116.9 

127.5 

138.1 

148.8 

159.4 

170.0 

51 

10.8 

21.7 

32.5 

43.4 

54.2 

65.0 

75.9 

86.7 

97.5 

108.4 

119.2 

130.1 

140.9 

151.7 

162.6 

173.4 

52 

11.1 

22.1 

33.2 

44.2 

55.3 

66.3 

77.4 

88.4 

99.5 

110.5 

121.6 

132.6 

143.7 

154.7 

165.8 

176.8 

53 

11.3 

22.5 

33.8 

45.1 

56.3 

67.6 

78.8 

90.1 

101.4 

112.6 

123.9 

135.2 

146.4 

157.7 

168.9 

180.2 

54 

11.5 

23.0 

34.4 

45.9 

57.4 

68.9 

80.3 

91.8 

103.3 

114.8 

126.2 

137.7 

149.2 

160.7 

172.1 

183.6 

55 

11.7 

23.4 

35.1 

46.8 

58.4 

70.1 

81.8 

93.5 

105.2 

116.9 

128.6 

140.3 

151.9 

163.6 

175.3 

187.0 

56 

11.9 

23.8 

35.7 

47.6 

59.5 

71.4 

83.3 

95.2 

107.1 

119.0 

130.9 

142.8 

154.7 

166.6178.5 

190.4 

57 

12.1 

24.2 

36.3 

48.5 

60.6 

72.7 

84.8 

96.9 

109.0 

121.1 

133.2 

145.4 

157.5 

169.61181.7 

193.8 

58 

12.3 

24.7 

37.0 

49.3 

61.6 

74.0 

86.3 

98.6 

110.9 

123.3  135.6'  147.9 

160.2 

172.6184.9 

197.2 

59 

12.5 

25.1 

37.6 

50.2 

62.7 

75.2 

87.8 

100.3 

112.8  125.4:137.9,150.5  163.0 

175.5188.1 

200.6 

60 

12.8 

25.5 

38.3 

51.0 

63.8 

76.5 

89.3 

102.0 

114.8 

127.5,140.3 

153.0 

165.8 

178.5 

191.3 

204.0 

61 

13.0 

25.9 

38.9 

51.9 

64.8 

77.8 

90.7 

103.7 

116.7 

129.6'  142.6 

155.6 

168.5 

181.5 

194.4 

207.4 

62 

13.2 

26.4 

39.5 

52.7 

65.9 

79.1 

92.2 

105.4 

118.6 

131.8 

144.9 

158.1 

171.3 

184.5 

197.6 

210.8 

63 

13.4 

26.8 

40.2 

53.6 

66.9 

80.3 

93.7 

107.1 

120.5 

133.9 

147.3 

160.7 

174.0 

187.4 

200.8 

214.2 

64 

13.6 

27.2 

40.8 

54.4 

68.0 

81.6 

95.2 

108.8 

122.4 

136.0 

149.6 

163.2 

176.8 

190.4 

204.0 

217.6 

65 

13.8 

27.6 

41.4 

55.3 

69.1 

82.9 

96.7 

110.5 

124.3 

138.1 

151.9 

165.8 

179.6 

193.4 

207.2 

221.0 

66 

14.0 

28.1 

42.1  56.1 

70.1 

84.2 

98.2  112.2 

126.2140.3154.3 

168.3 

182.3 

196.4 

210.4  224.4 

67 

14.2 

28.5 

42.7 

57.0 

71.2 

85.4 

99.7  113.9 

128.1  142.4!  156.6 

170.9 

185.1 

199.3 

213.6227.8 

68 

14.5 

28.9J  43.4 

57.8 

72.3 

86.7 

101.2  115.6 

130.1144.5 

159.0 

173.4  187.9 

202.3 

216.8i231.2 

69 
70 

14.7 

14.9 

»M 

29.8 

44.0 
44.6 

58.7 
59.5 

73.3 
74.4 

88.0 
89.3 

102.6 
104.1 

117.3 
119.0 

132.0146.6 
133.9148.8 

161.3 
163.6 

176.0 
178.5 

190.6 
193.4 

205.3 
208.3 

219.91234.6 
223.1238.0 

71 

72 

15.1 
15.3 

30.2 
30.6 

45.3 
45.9 

60.4 
61.2 

75.4 
76.5 

90.5  105.6 
91.8  107.1 

120.7 
122.4 

135.8150.9 
137.7153.0 

166.0 
168.3 

181.1 
183.6 

196.1 
198.9 

211.2 
214.2 

226.3 
229.5 

241.4 
244.8 

73 

15.5 

31.0 

46.5 

62.1 

77.6 

93.1J108.6 

124.1 

139.6!  155.1 

170.6 

186.2 

201.7 

217.2 

232.7 

248.2 

74 

15.7 

31.5 

47.2 

62.9 

78.6 

94.4  110.1  125.8 

141.5S  157.3!  173.0;  188.7 

204.4 

220.2 

235.9  251.6 

75 

15.9 

31.9 

47.8 

63.8 

79.7 

95.6  1  11.6:  127.5!  143.4  159.4  175.3;  191.3 

207.2 

223.1 

239.11255.0 

76 

16.2 

32.3 

48.5 

64.6 

80.8 

96.91113.1  129.2 

145.41  161.51  177.71  193.81  210.0 

226.1 

242.3 

258.4 

77 

16.4 

32.7 

49.1 

65.5 

Sl.S 

98.2114.5130.9 

147.3 

163.6180.0196.4212.7 

229.1 

245.4 

261.8 

78 

16.6 

33.2 

49.7 

66.3 

82.9 

99.5116.0132.6 

149.2 

165.8  182.3  198.9  215.5 

232.1 

248.6 

265.2 

79 
80 

16.8 
17.0 

33.6 
34.0 

50.4 
51.0 

67.2 
68.0 

83.9  100.7'117.5  134.3  151.1  167.9  184.7i201.5!218.2 
85.0102.0119.0  136.0  153.0  170.0J  187.0;  204.0  221.0 

235.0  251.8 
238.0  255.0 

268.6 
272.0 

81 

17.2 

34.4 

51.6 

68.9 

86.11103.3120.5  137.7 

154.9 

172.1189.3206.6 

223.8 

241.0258.2 

275.4 

82 

17.4 

34.9 

52.3 

69.7 

87.1  104.6  122.0!  139.4 

156.81  174.3!  191.7  209.l|226.5 

244.0261.4 

278.8 

83 

17.6 

35.3 

52.9 

70.6 

88.2105.8123.5  141.1 

158.7:176.4194.01211.7229.3 

246.9:264.6 

282.2 

84 

17.9 

35.7 

53.6 

71.4 

89.3 

107.1 

125.0 

142.8 

160.7 

178.51196.4214.2 

232.1 

249.9 

267.8 

285.6 

85 

18.1 

36.1 

54.2 

72.3 

90.3 

108.4 

126.4 

144.5 

162.6 

180.6198.7216.8 

234.8 

252.9 

270.9 

289.0 

86 

18.3 

36.6 

54.8 

73.1 

91.4  .109.7  127.9  146.2 

164.5  182.8  201.01219.3 

237.6 

255.9 

274.1 

292.4 

87 

18.5 

37.0 

55.5 

74.0 

92.4  110.9  129.4!  147.9 

166.4  184.9  203.41221.9 

240.3 

258.8 

277.3 

295.8 

88 

18.7 

37.4 

56.1 

74.8 

93.5  112.2  130.9 

149.6 

168.3  187.0 

205.7 

224.4 

243.1 

261.8 

280.5 

299.2 

89 

18.9 

37.8 

56.7 

75.7 

94.6113.5132.4 

151.3 

170.2189.1 

208.0 

227.0 

245.9 

264.8 

283.7 

302.6 

90 

19.1 

38.3 

57.4 

76.5 

95.6114.8133.9153.0 

172.1  191.3 

210.4  229.5 

248.6 

267.8 

286.9 

306.0 

91 

19.3 

38.7 

58.0 

77.4 

96.7:116.0135.4154.7 

174.01193.4 

212.7 

232.1  251.4 

270.7 

290.1 

309.4 

92 

19.6 

39.1 

58.7 

78.2 

97.8J117.3  136.9 

156.4 

176.0 

195.5 

215.1 

234.6 

254.2 

273.7 

293.3 

312.8 

93 

19.8 

39.5 

59.3 

70.1 

98.8118.6 

138.3 

158.1 

177.9 

197.6 

217.4 

237.2 

256.9 

276.7 

296.4 

316.2 

94 

20.0 

40.0 

59.9 

79.9 

99.9119.9139.8 

159.8 

179.8 

199.8  219.7 

239.7  259.7 

279.75299.6 

319.6 

95 

20.2 

40.4 

60.6 

80.8 

100.9  121.  1141.31  161.5 

181.7 

201.9,222.1 

242.3,262.4 

282.6i302.8 

323.0- 

96 

20.4 

40.8 

61.2 

81.6 

102.0 

122.4 

142.8 

163.2 

183.6 

204.0 

224.4 

244.8265.2 

285.6 

306.0 

326.4 

97 

20.6 

41.2 

51J 

82.5 

103.1 

123.7 

144.3 

164.9 

185.5 

206.1 

226.7 

247.4268.0 

288.6 

309.2 

329.8 

98 

20.8 

41.7 

62.5 

83.3 

104.1 

125.0  145.S 

166.6 

1.S7.4 

208.3 

229.1 

249.9270.7 

291.61312.4 

333.2 

99 

21.0 

42.1 

63.1 

84.2 

105.2126.2147.3 

168.3 

189.3 

210.4 

231.4 

252.5273.5 

294.5315.6 

336.6 

100 

21.3 

42.5 

63.8 

85.0 

106.3  .127.5  148.8 

170.0 

191.3 

212.5 

233.8 

255.0276.3 

297.51318.8 

340.0 

91 


CARNEGIE    STEEL    COMPANY 


SQUARE  AND  ROUND  BARS 

WEIGHTS  AND  AREAS 

Weight,  Lbs. 

Area,  Square 

Weight,  Lbs.            Area,  Square 

Size, 

per  Foot 

Inches 

Size, 

per  Foot                      Inches 

Inches 

a 

0 

D 

O 

Inches 

D 

D 

O 

o 

3 

30.60 

24.03 

9.000 

7.069 

fr 

.013 

.010 

.0039 

.0031 

A 

31.89 

25.05 

9.379 

7.366 

H 

.053 

.042 

.0156 

.0123 

8 

33.20 

26.08 

9.766 

7.670 

A 

.120 

.094 

.0352 

.0276 

T36 

34.54 

27.13 

10.160 

7.980 

y± 

.213 

.167 

.0625 

.0491 

y± 

35.91 

28.21 

10.563 

8.296 

T5S 

.332 

.261 

.0977 

.0767 

fs 

37.31 

29.30 

10.973 

8.618 

8 

.478 

.376 

.1406 

.1105 

H 

38.73 

30.42 

11.391 

8.946 

i7* 

.651 

.511 

.1914 

.1503 

& 

40.18 

31.55 

11.816 

9.281 

^ 

.850 

.668 

.2500 

.1963 

1A 

41.65 

32.71 

12.250 

9.621 

T9e 

1.076 

.845 

.3164 

.2485 

I9e 

43.15 

33.89 

12.691 

9.968 

s 

1.328 

1.043 

.3906 

.3068 

8 

44.68 

35.09 

13.141 

10.321 

14 

1.607 

1.262 

.4727 

.3712 

H 

46.23 

36.31 

13.598 

10.680 

3^ 

1.913 

1.50,2 

.5625 

.4418 

H 

47.81 

37.55 

14.063 

11.045 

is 

2.245 

1.763 

.6602 

.5185 

n 

49.42 

38.81 

14.535 

11.416 

J^ 

2.603 

2.044 

.7656 

.6013 

% 

51.05 

40.10 

15.016 

11.793 

IS 

2.988 

2.347 

.8789 

.6903 

1! 

52.71 

41.40 

15.504 

12.177 

1 

3.400 

2.670 

1.0000 

.7854 

4 

54.40 

42.73 

16.000 

12.566 

T'O 

3.838 

3.015 

1.1289 

.8866 

TV 

56.11 

44.07 

16.504 

12.962 

It 

4.303 

3.380 

1.2656 

.9940 

k 

57.85 

45.44 

17.016 

13.364 

I33 

4.795 

3.766 

1.4102 

1.1075 

A 

59.62 

46.83 

17.535 

13.772 

& 

5.313 

4.172 

1.5625 

1.2272 

Vi 

61.41 

48.23 

18.063 

14.186 

A 

5.857 

4.600 

1.7227 

1.3530 

63.23 

49.66 

18.598 

14.607 

N 

6.428 

5.049 

1.8906 

1.4849 

% 

65.08 

51.11 

19.141 

15.033 

T7* 

7.026 

5.518 

2.0664 

1.6230 

T7a 

66.95 

52.58 

19.691 

15.466 

¥ 

7.650 

6.008 

2.2500 

1.7671 

y2 

68.85 

54.07 

20.250 

15.904 

8.301 

6.519 

2.4414 

1.9175 

70.78 

55.59 

20.816 

16.349 

5^ 

8.978 

7.051 

2.6406 

2.0739 

II 

72.73 

57.12 

21.391 

16.800 

T6 

9.682 

7.604 

2.8477 

2.2365 

is 

74.71 

58.67 

21.973 

17.257 

M 

10.413 

8.178 

3.0625 

2.4053 

M 

76.71 

60.25 

22.563 

17.721 

|f 

11.170 

8.773 

3.2852 

2.5802 

78.74 

61.85 

23.160 

18.190 

H 

11.953 

9.388 

3.5156 

2.7612 

j| 

80.80 

63.46 

23.766 

18.665 

il 

12.763 

10.024 

3.7539 

2.9483 

it 

82.89 

65.10 

24.379 

19.147 

2 

13.600 

10.681 

4.0000 

3.1416 

5 

85.00 

66.76 

25.000 

19.635 

Tle- 

14.463 

11.359 

4.2539 

3.3410 

f» 

87.14 

68.44 

25.629 

20.129 

H 

15.353 

12.058 

4.5156 

3.5466 

H 

89.30 

70.14 

26.266 

20.629 

T3S 

16.270 

12.778 

4.7852 

3.7583 

r\ 

91.49 

71.86 

26.910 

21.135 

¥ 

17.213 

13.519 

5.0625 

3.9761 

M 

93.71 

73.60 

27.563 

21.648 

18.182 

14.280 

5.3477 

4.2000 

£ 

95.96 

75.36 

28.223 

22.166 

2l} 

19.178 

15.062 

5.6406 

4.4301 

y* 

98.23 

77.15 

28.891 

22.691 

T76 

20.201 

15.866 

5.9414 

4.6664 

% 

100.53 

78.95 

29.566 

23.221 

1A 

21.250 

16.690 

6.2500 

4.9087 

M 

102.85 

80.78 

30.250 

23.758 

i9a 

22.326 

17.534 

6.5664 

5.1572 

I9S 

105.20 

82.62 

30.941 

24.301 

5^ 

23.428 

18.400 

6.8906 

5.4119 

H 

107.58 

84.49 

31.641 

24.850 

18 

24.557 

19.287 

7.2227 

5.6727 

H 

109.98 

86.38 

32.348 

25.406 

M 

25.713 

20.195 

7.5625 

5.9396 

% 

112.41 

88.29 

33.063 

25.967 

if 

26.895 

21.123 

7.9102 

6.2126 

is 

114.87 

90.22 

33.785 

26.535 

% 

28.103 

22.072 

8.2656 

6.4918 

H 

117.35 

92.17 

34.516 

27.109 

iS 

29.338 

23.042 

8.6289 

6.7771 

if 

119.86 

94.14 

35.254 

27.688 

3 

30.600 

24.033 

9.0000 

7.0686 

6 

122.40 

96.13 

36.000 

28.274 

92 


WEIGHTS  OF  BAR 


SQUARE  AND  ROUND  BARS 

WEIGHTS  AND  AREAS 

Size, 

1LM 

Weight,  Lbe. 
per  Foot 

Area,  Square 
Inches 

Size, 

T       U 

Weight,  Lbe. 
per  Foot 

Area,  Square 
Inches 

ncnes 

0 

D 

O 

Inches 

D 

0 

P 

O 

6 

122.40 

96.13 

36.000 

28.274 

9t 

275.40 

216.30 

81.000 

63.617 

124.96 

98.15 

36.754 

28.866 

279.24 

219.31 

82.129 

64.504 

H 

127.55 

10O.18 

37.516 

29.465 

^g 

283.10 

222.35 

83.266 

65.397 

i3« 

130.17 

102.23 

38.285 

30.069 

T3« 

286.99 

225.41 

84.410 

'  66.296 

K 

132.81 

104.31 

39.063 

30.680 

J£ 

290.91 

228.48 

85.563 

67.201 

i6* 

135.48 

106.41 

39.848 

31.296 

5 

294.86 

231.58 

86.723 

68.112 

H 

138.18 

108.53 

40.641 

31.919 

iHai 

298.83 

234.70 

87.891 

69.029 

T7« 

140.90 

110.66 

41.441 

32.548 

T7* 

302.83 

237.84 

89.066 

69.953 

H 

143.65 

112.82 

42.250 

33.183 

Vi 

306.85 

241.00 

90.250 

70.882 

T9ft 

146.43 

115.00 

43.066 

33.824 

195 

310.90 

244.18 

91.441 

71.818 

H 

149.23 

117.20 

43.891 

34.472 

% 

314.98 

247.38 

92.641 

72.760 

}] 

152.06 

119.43 

44.723 

35.125 

ii 

319.08 

250.61 

93.848 

73.708 

M 

154.91 

121.67 

45.563 

35.785 

% 

323.21 

253.85 

95.063 

74.662 

H 

157.79 

123.93 

46.410 

36.450 

if 

327.37 

257.12 

96.285 

75.622 

H 

160.70 

126.22 

47.266 

37.122 

331.55 

260.40 

97.516 

76.589 

i: 

163.64 

128.52 

48.129 

37.800 

if 

335.76 

263.71 

98.754 

77.561 

7 

166.60 

130.85 

49.000 

38.485 

10 

340.00 

267.04 

100.000 

78.540 

yla 

169.59 

133.19 

49.879 

39.175 

T^ 

344.26 

270.38 

101.254 

79.525 

M 

172.60 

135.56 

50.766 

39.871 

H 

348.55 

273.75 

102.516 

80.516 

I38 

175.64 

137.95 

51.660 

40.574 

s 

352.87 

277.14 

103.785 

81.513 

J^ 

178.71 

140.36 

52.563 

41.282 

M 

357.21 

280.55 

105.063 

82.516 

J5fl 

181.81 

142.79 

53.473 

41.997 

6 

361.58 

283.99 

106.348 

83.525 

M 

184.93 

145.24 

54.391 

42.718 

y% 

365.98 

287.44 

107.641 

84.541 

T75 

188.07 

147.71 

55.316 

43.445 

A 

370.40 

290.91 

108.941 

85.563 

H 

191.25 

150.21 

56.250 

44.179 

\s 

374.85 

294.41 

110.250 

86.590 

ft 

194.45 

152.72 

57.191 

44.918 

I9e 

379.33 

297.92 

111.566 

87.624 

y% 

197.68 

155.26 

58.141 

45.664 

383.83 

301.46 

112.891 

88.664 

ik 

200.93 

157.81 

59.098 

46.415 

i! 

388.36 

305.02 

114.223 

89.710 

& 

204.21 

160.39 

60.063 

47.173 

54 

392.91 

308.59 

115.563 

90.763 

\i 

207.52 

162.99 

61.035 

47.937 

ia 

397.49 

312.19 

116.910 

91.821 

n 

210.85 

165.60 

62.016 

48.707 

/8 

402.10 

315.81 

118.266 

92.886 

11 

214.21 

168.24 

63.004 

49.483 

18 

406.74 

319.45 

119.629 

93.957 

8 

217.60 

170.90 

64.000 

50.265 

11 

411.40 

323.11 

121.000 

95.033 

t* 

221.01 

173.58 

65.004 

51.054 

416.09 

326.80 

122.379 

96.116 

k 

224.45 

176.29 

66.016 

51.849 

L£ 

420.80 

330.50 

123.766 

97.205 

A 

227.92 

179.01 

67.035 

52.649 

I3S 

425.54 

334.22 

125.160 

98.301 

K 

231.41 

181.75 

68.063 

53.456 

M 

430.31 

337.97 

126.563 

99.402 

i5« 

234.93 

184.52 

69.098 

54.269 

6 

435.11 

341.73 

127.973 

100.510 

H 

238.48 

187.30 

70.141 

55.088 

iMI 

439.93 

345.52 

129.391 

101.623 

A 

242.05 

190.11 

71.191 

55.914 

T79 

444.78 

349.33 

130.816 

102.743 

H 

245.65 

192.93 

72.250 

56.745 

M 

449.65 

353.16 

132.250 

103.869 

j> 

249.28 

195.78 

73.316 

57.583 

9 

454.55 

357.00 

133.691 

105.001 

H 

252.93 

198.65 

74.391 

58.426 

% 

459.48 

360.87 

135.141 

106.139 

tt 

256.61 

201.54 

75.473 

59.276 

ii 

464.43 

364.76 

136.598 

107.284 

5i 

260.31 

204.45 

76.563 

60.132 

% 

469.41 

368.68 

138.063 

108.434 

i| 

264.04 

207.38 

77.660 

60.994 

1$ 

474.42 

372.61 

139.535 

109.591 

/* 

267.80 

210.33 

78.766 

61.863 

^ 

479.45 

376.56 

141.016 

110.754 

\l 

271.59 

213.31 

79.879 

62.737 

it 

484.51 

380.54 

142.504 

111.923 

9 

275.40 

216.30 

81.000 

63.617 

12 

489.60 

384.53 

144.000 

113.098 

CARNEQIE   STEEL   COMPANY 


COLD  TWISTED  SQUARE  BARS 

Size, 
Inches 

Area, 
Square  Inches 

Weight  per  Foot, 
Pounds 

2 

1% 

1M 
1% 
1H 
IH 
IX 

IH 

i 

4.0000 
3.5156 
3.0625 
2.6406 
2.2500 
1.8906 
1.5625 
1.2656 
1.0000 

13.600 
11.953 
10.413 
8.978 
7.650 
6.428 
5.313 
4.303 
3.400 

11 

0.8789 

2.988 

« 

0.7656 

2.603 

ii 

0.6602 

2.245 

M 

0.5625 

1.913 

11 

0.4727 

1.607 

^ 

0.3906 

1.328 

i9* 

0.3164 

1.076 

1A 

0.2500 

0.850 

I76 

0.1914 

0.651 

^ 

0.1406 

0.478 

A 

0.0977 

0.332 

K 

0.0625 

0.213 

Cold  twisted  bars  will  conform  to  Specifications  of  the  American  Society  for  Testing  Materials, 
unless  otherwise  specified. 

CONCRETE   REINFORCEMENT  BARS 


DEFORMED  BARS 


CORRUGATED  SQUARE  BAR 
TYPE  A 


CORRUGATED  SQUARE  BAR 
TYPE  B 


Rolled  for  Corrugated  Bar  Co. 


CORRUGATED  ROUND  BAR 
TYPE  C 


CORRUGATED  SQUARE  BAR 
TYPE  D 


Rolled  for  Corrugated  Bar  Co. 


Section 
Index 

Size, 
Inches 

Weight  per  Foot, 
Pounds 

Section 
Index 

Size, 
Inches 

Weight  per  Foot, 
Pounds 

Corrugated  Square  Bar— Type  A 


Corrugated  Square  Bar— Type  B 


*M  1980 
*M  1981 
*M  1982 
*M  1983 
*M  1984 


IK 
1 


4.00- 
2.70 
1.95 
1.35 
0.64 


*M 
*M 
*M 
*M 
*M 
*M 
*M 
*M 
*M 


1550 
1551 
1552 
1553 
1554 
1555 
1558 
1557 
1556 


¥2 


5.31 
3.40 
2.60 
1.91 
1.33 
0.85 
0.48 
0.37 
0.21 


Corrugated  Round  Bar—  Type  C 

Corrugated  Square  Bar—  Type  D 

*M  1618 

IK 

4.21 

*M   1732 
*M   1731 
*M   1650 

jjj 

10.48 
7.69 
5.35 

*M  1617 
*M  1616 
*M  1615 
*M  1614 
*M  1613 
*M  1612 
*M  1611 
*M  1610 


IX 
1 
H 


X 


3.41 
2.69 
2.06 
1.52 
1.05 
0.86 
0.66 
0.38 


*M  1651 

*M  1652 

*M  1653 

*M  1654 

*M  1655 

*M  1656  j 

*M  1657 

*M  1658 


IX 

l 


X 


K 


4.34 
3.43 
2.64 
1.94 
1.35 
0.86 
0.49 
0.22 


*Fumished  only  by  special  arrangement. 


95 


CARNEGIE   STEEL   COMPANY 


DEFORMED  BARS— Continued 
LUG  BAR-TYPE  A  LUG  BAR-TYPE  B 


Rolled  for  General  Fireprooflng  Co. 
HERRINGBONE  BAR 


Rolled  for  General  Fireprooflng  Co. 


Section 
Index 

Size, 
Inches 

Weight  per  Foot, 
Pounds 

Section 
Index 

Size, 
Inches 

Weight  per  Foot, 
Pounds 

Lug  Bar—  Type  A 

Lug  Bar—  Type  B 

*M   1578 

1M 

5.31 

*M   1648 

1M 

5.31 

*M   1577 

\y% 

4.30 

*M   1647 

i  H 

4.30 

*M   1576 

1 

3.40 

*M   1646 

i 

3.40 

*M   1575 

H 

2.60 

*M   1645 

% 

2.60 

*M   1574 

24 

1.91 

*M   1644 

H 

1.91 

*M   1573 

y% 

1.33 

*M   1643 

5A 

1.33 

*M   1572 

Yi 

0.85 

*M   1642 

y<2 

0.85 

*M   1579 

I7e 

0.65 

*M   1641 

3^ 

0.48 

*M   1571 

N 

0.48 

*M   1640 

M 

0.21 

*M   1570 

0.21 

Herringbone  Bar 


.    Section 
Index 

Size, 
Inches 

Weight  per  Foot, 
Pounds 

*M   1673 

IK 

5.13 

*M   1672 

1  M 

3.62 

*M   1671 

l 

2.38 

*M   1670 

% 

1.72 

*M   1669 

M 

1.28 

*M   1668                                          y%                                              0.91 

*Furnished  only  by  special  arrangement. 


96 


CONCRETE    REINFORCEMENT    BARS 


DEFORMED  BARS— Continued 
SCOFIELD  BAB  THACHEB  BAB 


Rolled  for  Scofield  Engineering  Co. 
HAVEMEYEB  SQUARE  BAB  HAVEMEYER  ROUND  BAR 


Rolled  for  Concrete  Steel  Co. 


Section 
Index 

Size, 
Inches 

Weight  per  Foot,  ! 
Pounds 

Section 
Index 

Size, 
Inches 

Weight  per  Foot, 
Pounds 

Scofield  Bar 

Thacher  Bar 

Equivalent  to  Round 

*M  1969 

llA 

6.01 

*M  1546 

11A 

5.20 

*M  1968 

IX 

4.17 

*M  1545 

IX 

3.55 

*M  1967 

Hi 

3.38 

*M  1544 

l 

2.32 

*M  1966 

l 

2.67 

*M  1543 

« 

1.79 

*M  1965 

« 

2.04 

*M  1542 

H 

1.34 

*M  1964 

K 

1.50 

*M  1541 

K 

0.92 

*M  1963 

N 

1.04 

*M  1540 

Hi 

0.58 

*M  1962 

M 

0.67 

*M  1961 

M 

0.38 

Equivalent  to  Square 

*M  1583 

N 

1.33 

*M  1582 

« 

0.85 

*M  1581 

N 

0.48 

Havemeyer  Square  Bar 


Havemeyer  Round  Bar 


*M  1599 

1H 

7.65 

*M  1609 

jax 

6.43 

*M  1608 

1/4 

5.31 

*M  1629 

IK 

4.17 

*M  1607 

1M 

4.30 

*M  1628 

i% 

3.38 

*M  1606 

1 

3.40 

*M  1627 

i 

2.67 

*M  1605 

2.60 

*M  1626 

H 

2.04 

*M  1604 

S/ 

1.91 

*M  1625 

X 

1.50 

*M  1603 
*M  1602 

N 

1.33 
0.85 

*M  1624 
*M  1623 

X 
H 

1.04 
0.67 

*M  16O1 

H 

0.48 

*M  1622 

N 

0.38 

*M  1621 

0.21 

*M  1600 

M 

0.17 

*Furnished  only  by  special  arrangement. 


CARNEGIE  STEEL   COMPANY 


DEFORMED   BARS— Continued 


WING  BAR -TYPE  A 


WING  BAR  — TYPE  B 


Rolled  for  Trussed  Concrete  Steel  Co. 


NEW  RIB  BAR 


ELCANNES  BAR 


^ 

—^  -jgjff]     /^     A^  /  A 

m    Hi              \                 f                      fly 

1          \!t           VI  I1'  /                                      /*""f  / 

1  II      |    )i_|y     /  \      r    \      f  |/ 

Rolled  for  Trussed  Concrete  Steel  Co.                   Rolled  for  Mr.  Elie  Cannes 

Sect-ion 
Index 

Size, 
Inches 

Weight  per  Foot, 
Pounds 

Section 
Index 

Size, 
Inches 

Weight  per  Foot, 
Pounds 

Wing  Bar—  Type  A 

Wing  Bar—  Type  B 

*M  1515 

IX 

6.90 

*M  1509 

34 

10.2 

*M  1514 

1 

4.80 

*M  1510 

2% 

6.8 

*M  1513 

% 

2.70 

*M  1516 

2M 

4.8 

*M  1512 

y* 

1.40 

New  Rib  Bar 

Elcannes  Bar 

*M  1918 

iy* 

5.31 

*M  1901 

1M 

5.31 

*M  1917 

ly* 

4.30 

*M  1902 

\y% 

4.30 

*M  1916 

i 

3.40 

*M  1903 

1 

3.40 

*M  1915 

H 

2.60 

*M  1904 

H 

2.60 

*M  1914 

% 

1.91 

*M  1905 

% 

1.91 

*M  1913 

H 

1.33 

*M  1906 

% 

1.33 

*M  1912 

K 

0.85 

*M  1907 

M 

0.85 

*M  1911 

*/8 

0.48 

*M  1908 

y% 

0.48 

*M  1910 

H 

0.21 

*M  1909 

0.21 

*Furnished  only  by  special  arrangement. 

CONCRETE    REINFORCEMENT   BARS 


DEFORMED  BARS— Continued 


SLANT  RIB  BAR 


MONOLITH  BAR 


Rolled  for 
Mississippi  Valley  Construction  Co. 


Rolled  for  Monolith  Steel  Co. 


CUP  BAB 


Section 
Index 

Size, 
Inches 

i  Weight  per  Foot, 
Pounds 

Section 
Index 

Size, 
Inches 

Weight  per  Foot, 
Pounds 

Slant  Rib  Bar 


Monolith  Bar 


*M  1297 
*M  1206 
*M  1295 
*M  1294 
*M  1293 
*M  1292 
*M  1291 
*M  1290 


5.31 

3.40  - 

2.60 

1.91 

1.33 

0.85 

0.48 

0.21 


*M  1500 
*M  1508 
*M  1507 
*M  1517 
*M  1506 
*M  1505 
*M  1504 


Cup  Bar 


IK 
1 


7.65 
5.31 
3.40 
1.91 
1.33 
0.85 
0.48 


Section 
Index 


Size, 
Inches 


Weight  per  Foot, 
Pounds 


*M  1530 
*M  1531 
*M  1532 
*M  1533 
*M  1534 
*M  1535 
*M  1536 
*M  1537 


5.31 
4.30 
3.40 
2.60 
1.91 
1.33 
0.85 
0.48 


*Furoished  only  by  special  arrangement. 


99 


CARNEGIE     STEEL     COMPANY 


DEFORMED    BARS—  Concluded 

MONOTYPE    BAR 

f) 

= 

Rolled  for  Philadelphia  Steel  and  Wire  Co 

WING   BAR 

J 

If 

_  A 

Rolled  for  Thomas 

Reinforcement  Co. 

Section              Size, 
Index               Inches 

Weight  per  Foot, 
Pounds 

Section 
Index 

Size,           Weight  per  Foot, 
Inches                 Pounds 

Monotype  Bar  —  Equivalent  to  Square 

Monotype  Bar—  Equivalent  to  Round 

*M  2151            \y± 

5.39 

*M  2161 

1M                     4.24 

*M  2152            iy8 

4.37 

*M  2162 

iy8              3.43 

*M  2153            1 

3.45 

*M  2163 

1                         2.71 

*M  2154              y8 

2.64 

*M  2164 

y8                     2.08 

*M  2155              24 

1.94 

*M  2165 

%                     1.53 

*M  2156              % 

1.35 

*M  2166 

5A                     1-06 

*M  2157              y2 

0.86 

*M  2167 

y2                   0.68 

*M  2158              y8 

0.49 

*M  2168 

Ys                    0.38 

Wing  Bar 

Section 
Index 

Size, 
Inches 

Weight  per  Foot, 
Pounds 

*M  2135 

2M 

5.08 

*M  2134 

2 

4.02 

*M  2133 

1M 

3.06 

*M  2132 

1H 

2.08 

*M  2131 

iy* 

1.08 

*Furnished  only  by  special  arrangement. 

100 


CONCRETE   REINFORCEMENT   BARG 


HANGER  BARS 


-Jft- 


Section 
Index 

Size, 
Inches 

Weight  per  Foot, 
Pounds 

*M  980 

4^xlMxM 
4M  x  1^  x  Ji 

5.31 
4.18 

*M  935 

3^  x  1  x  M 
3^x|ixj| 

4.41 
3.85 

*M  981 

2^  x  M  x  X3S 

2.61 

*M  982 

2^  x  %  x  ys 

1.65 

*M  983 

2  x  M  x  A 

2.29 

*M  984 

2x^xH 

1.43 

*  Furnished  only  by  special  arrangement. 


101 


CARNEGIE    STEEL    COMPANY 


HANGER  BARS— Concluded 


986 


Kf 


WASHBOARD   SECTIONS 

TYPE  A 

*M  1521 


TYPE  B 

*M1522 


Section 
Index 

Size, 
Inches 

Weight  per  Foot, 
Pounds 

*M     986 

IxMxM 

1.30 

*M     987 

1  x  H  x  !3a- 

1.09 

*M   1521 

VA  x  395  x  335 

3.20 

*M   1522 

GM  x  A  x  ^2 

3.95 

*  Furnished  only  by  special  arrangement. 


102 


CROSS   TIES 


'SJ 


CROSS  TIE  SECTIONS 


M  27 
i%" 


M  20 


-5fc- 


Section 
Index 

Depth, 
Inches 

Width,  Inches 

Web  Thickness, 
Inches 

Weight  per  Foot, 
Pounds 

Top           Bottom 

M  21 
M  25 
M  24 
M27 
M  20 

5M 
4^ 
3 
2^ 

2 

4H 
4 
3 

5H 

4J4 

8 
6 
5 

7 
6 

YA. 

y* 
ii 
ji 

I38 

20.0 
14.5 
9.5 
9.0 
6.0 

Full  information  as  to  uses  of  steel  cross  ties  is  given  in  a  separate  pamphlet  entitled  "Steel 
Cross  Ties  and  Duquesne  Rail  Joints. " 

103 


CARNEGIE    STEEL    COMPANY 


A.   S.    C.  E.  RAILS   AND  LIGHT  RAILS 

re    -          C               ^- 

T 

g- 

Jl-»-  : 

[ 
>    a 

12'  Had. 

i 
< 

•*  ^ 

r^^^    ^^>0    \ 

!<.-                  b         -  -       J 

Section 
Index 

Weight 
per  Yard, 
Pounds 

a 

b 

C 

d 

e 

f     g    h  1  i    j 

k 

1 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

*110A 

110 

6H 

&y* 

2^ 

Hi 

8li 

1 

H 

2|f 

T5, 

J4 

A 

A 

100  A 

100 

5% 

5% 

2% 

HI 

Sglj 

Si 

196 

2yVjj 

ICS 

M 

To 

A 

*95  A 

95 

5  is 

519B 

214 

"ill- 

2it 

IS 

rs 

2iB-'5g 

T56 

M 

A 

A 

90  A 

90 

5^ 

5% 

2^8 

US 

2el 

S! 

T96 

2I425S 

T55 

/4 

A 

A 

85  A 

85 

5l3g 

5r3g 

2i9s 

Hi 

2M 

SI 

i9a 

2ii 

T5S 

M 

A 

A 

80  A 

,80 

5 

5 

21A 

1^ 

25^ 

7/s 

1! 

2T3S 

IS3 

'M 

T'O 

A 

75  A 

75 

4if 

41S 

241 

HI 

2g| 

11 

43 

2i/s 

TE6 

y± 

A 

A 

70  A 

70 

4^8 

4^8 

2  is 

144 

2-3-f 

IS 

If 

2  65 

A 

y± 

1 

A 

65  A 

65 

4re 

4i7s 

241 

1?J95 

2% 

ss 

H 

131 

T\ 

M 

Tle 

A 

60  A 

60 

4M 

4M 

2^ 

ITS  2 

24  J 

tt 

11 

1141 

T56 

M 

A 

A 

55  A 

55 

4A 

4  IB 

2M 

141 

2  si 

I! 

41 

lyai 

i5e 

M 

iV 

A 

50  A 

50 

3% 

3K 

2H 

1^8 

2A 

14 

/H 

1§| 

I56 

K 

A 

A 

45  A 

45 

3}4 

3}5 

2 

IA 

HI 

S4 

II 

in 

IS 

M 

A 

A 

40  A 

40 

3H 

31A 

1J^ 

Hi 

% 

§4 

ll72S 

I56 

M 

iV 

A 

35  A 

35 

3  is 

3  15 

1M 

11 

III 

II 

Si 

141 

re 

M 

A 

A 

30  A 

30 

3M 

3^8 

114 

K 

Hi 

45 

li 

Hi 

A 

M 

A 

A 

25  A 

25 

2M 

2/4 

1^2 

Si 

Hi 

SI 

11 

IT¥S 

% 

A 

20  A 

20 

2^ 

2% 

14i 

Si 

14  J 

A 

141 

M 

T36 

A 

16  A 

16 

2H 

2% 

111 

11 

Hi 

H 

32 

Ills 

TS 

T36 

A 

14  A 

14 

2  A 

2  is 

liV 

44 

M 

54 

35Z 

T35 

A 

12  A 

12 

2 

2 

1 

I'o 

IgSj 

4i 

A 

11 

A 

T36 

A 

10  A 

10 

1% 

1% 

IS 

II 

if 

4? 

I36 

If 

352 

T36 

A 

8A 

8 

li°S 

1A 

H 

41 

IS 

A 

A 

14 

365 

I3e 

A 

*  Not  rolled  by  Carnegie  Steel  Company. 

104 


RAILS 


AMERICAN 

r 

RAILWAY  ASSOCIATION  RAILS 

4r 

7 

J        \ 

3    i 

^  - 

u'ltad. 

i 

.i 

I—  ^    f 

* 

b 

SERIES  A 

Section 
Index 

Weight 
Per  Yard,     - 
Pounds         ] 

a    |    b 

c 

d 

e 

f 

g 

h 

i 

j' 

k      1 

n.     In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In.     In. 

100  R  A 
90  R  A 
80RA 
*70RA 
*60RA 

100         € 

90         5 
80         5 
70         4 
60         4 

5^6 

y»  SH 
ys  ±y* 
%  *x 

1A   4 

2!9* 

2M 

Ii9« 

HI 

1 

1A 
1 

II 

U 

A 

ii 
M 

2H 

2§| 
2J1 

N 

X 

H 

A     A 
A     A 
A     A 
A     A 
A     A 

*  Not  rolled 

by  Carnegie  Steel  Compan 
i<  

^^ 

y- 

—  C  - 

—  •*! 

| 

>-.      d 

'    13 

! 

i 

12'kad. 

f 

i 
i 
i 

""} 

•  h 

"^^-411     f 

r^fe  f 

if- 

b 

SERIES  B 

Section 
Index 

Weight 
Per  Yard,      - 
Pounds 

,|b 

c 

d 

e 
In. 

i  g 

h 

i 

j 

k      1 

[n.  [  In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In.    In. 

100  RB 
90  RB 
SORB 
*70RB 
*60RB 

100 
90 
80 
70 
60 

m  5& 

HI  4|| 

Ml    4^ 
m    4^ 
Ii33    3H 

2ft 

2A 

Ill 
lit 

183 

2|f 

2y8 
2it 

2A 

1 
if 

A 

n 

31 

Isf 

K 
N 

A 
A 
A 
A 
A 

A      A 
A     A 
A     A 
A     A 
A     A 

*  Not  rolled  by  Carnegie  Steel  Company. 

105 


CARNEGIE    STEEL    COMPANY 


SPLICE  BARS 

A.  S.  C.  E.  RAILS  AND  LIGHT  RAILS 

S  110  A  to  S  55  A              S  50  A  to  S  30  A         S  25  A 

S  20  A     S  16  A  to  S  8  A 

1 

.                                                      | 

13° 

(*•"*""*] 

|_~*..«,  ^               p-f—  *: 

L--j?r^7rN 

,."                      ^-\  "  '3               i^-/-<T7^ 

f         f—r-~--{"\-:r      ^"f-'f^! 

H 

i   \k 

f  T  T 

^      \ 

e'RadJ—  \ 

6  Rad.-l- 

- 

irUv 

-  i-ri]-- 

12'kad.       f    |)~~£.e 

Hh 

I  rr 

1.           -    \ 

,n3-> 

mJ-b--- 

:  j~  U--l/br-> 

1  rt^- 

!     i*  —  |b 

->  ^   t  h 

b-~ 

•«  j  Y  > 

^--i—  h-ct^^^l   °     ..jLi-.-X—  --. 

j.      t..L-(- 

M 

,  — 

eci-'-ON 
^---O 

1     i 

|    -^    ! 

r 

Section 

Weight'    j 
per  Foot,     j  .  a 

b 

C 

d 

e 

f 

g 

h 

i 

j 

k 

1 

Index 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In.      In. 

Pounds 

*S  110  A 

18.12 

3J4 

Hi 

% 

i-s 

ii 

ITTB 

A 

1/4 

% 

li 

3  A 

A 

S  100  A 

15.80 

3B54 

H§ 

§i 

H 

i! 

15 

« 

H 

ly|5 

Si 

3% 

3^4 

1A 

*S     95  A 

14.70 

2§.3- 

U! 

ii 

11 

if 

Hi 

>2 

ill 

H 

T¥S 

3  A 

Yi 

S     90  A 

13.50 

2|j 

\y% 

ii 

ii 

M 

li 

b 

Vi 

til 

Si 

H 

2}| 

Yz 

S     85  A 

12.40 

2M 

HI 

Si 

-if 

if 

i-. 

v 

y& 

K 

IS 

A 

2|J 

Yi 

S     80  A 

11.50 

2^ 

ip 

Ii 

% 

i! 

J,1 

4 

T7B 

K 

% 

T3B 

2M 

T7B 

S     75  A 

10.70 

211 

i-3i 

I! 

si 

T7* 

i,1 

i 

TB 

tsi 

M 

A'b 

2§i 

T5 

S     70  A 

10.00 

2y 

18  J 

II 

H 

§1 

1: 

T?B 

Si 

ii 

M 

2H 

T7S 

S     65  A 

9.20 

2^ 

1§43 

1! 

1^ 

ii 

U 

^ 

T7B 

M 

ii 

A 

2-si 

T75 

S     60  A 

8.40 

2gl 

IB! 

il 

^g 

if 

1T3B 

T5 

f%93 

n 

T¥S 

2  IB 

H 

S     55  A 

7.50 

24i 

loi 

li 

M 

H 

D 

S 

T7B 

T85S 

^ 

A 

23To 

% 

S     50  A 

6.62 

2^ 

lx^ 

if 

ii 

3/8 

1: 

3 

13 

5^ 

« 

A 

2  A 

% 

S    45  A 

5.80 

Hi 

lB34 

if 

Mi 

§! 

i 

', 

ii 

ii 

ii 

A 

Hi 

H 

S    40  A 

5.00 

Hf 

§i 

M 

if 

ii 

§1 

ii 

T62B 

T9B 

T§5 

1% 

TS 

S     35  A 

4.58 

Hi 

-II 

'-i! 

T7B 

T5B 

1 

-• 

ii 

g| 

|43 

6?4 

igf 

fs 

S     30  A 

3.97 

HI 

Sl 

IB 

ii 

A 

If 

% 

ii- 

H 

64" 

Its 

TS 

S     25  A 

2.20 

Hi 

M 

i3 

Si 

395 

{ 

i 

34 

T3S 

S     20  A 

1.87 

lif 

ii 

/"£ 

TB 

S     16  A 

1.70 

m 

ii 

B.f 

TB 

S     14  A 

1.36 

ITJ^J 

il 

35 

A 

S     12  A 

1.36 

1332 

ii 

3i 

A 

S     10  A 

0.985 

ts 

is 

37' 

M 

S       8  A 

0.747 

37, 

* 

I 

Splice  Bars  S  110  A  to  S  50  A,  inclusive,  are  for  A.  S.  C.  I 
are  for  Light  Rails. 

:.  Rails;  S  45  A  to  S  8  A,  inclusive, 

*Xot  rolled  by  Carnegie  Steel  Company. 

106 

SPLICE   BARS 


SPLICE 

AMERICAN  RAII 

fja        |          N 

,  ?~tef  -  - 

M 

BARS—  Concluded 
^WAY  ASSOCIATION   RAILS 

-l/Rad. 

SERIES  A 

j^J 

tfw 

;       i 
U—  i_  „  ^...i  j 

Section 
Index 

Weight 

per  Foot,         a 

c       d       e        f       g       h 

. 

i     j    k    I 

In.     In.     In.     In.     In.     In. 

In.     In.     In.     In. 

Pounds         ln-     ln- 

S  100  R  A 
S    90  R  A 
S    80  R  A 
*S    70  R  A 
*S    60  R  A 

18.97        3%    l§j? 
16.78      J3&    1§* 
13.52        23f    H5 
11.73        2'3    1|| 
10.76        23!    I«i 

34     K    M    i«  1A    M 
«     II     4f    1393|144    ft 
K     14    t%   iMlm    M 
M     K     il    1ft  1*    §! 

1!       ^       §f      IK    IT^  t^V 

i     H  [M  M 

IS        TV       3              il 

if  a  2^  ji 

*Not  rolled  by 
S  100  ] 

«  |-j»«-j»  

t  A"i'"  i  ^ 
~i  |~~™^?^ 

i.  j. 

Carnegie  St«el  Company. 
^B 

»v 

12  Rad. 

S  9C 
1 

T! 

SERIES  B 

Ii 
"1 

RB  to  S  60  RB 
i  —  f—  *. 

-e—A-d-* 

Q±,                    _J2  'Rad. 

;       i 

L.       i,            •    i     • 

—  k  ^-1—  ' 

Section 
Index 

Weight 
per  Foot,         a        b 
Unfinished 

c       d         e        f         g        h 
In.     In.      In.     In.     In.     In. 

i        j        k       1 



In.     In.     In.     In. 

In.     In. 
Pounds 

S  100  RB 
S    90  RB 
S    SORB 
*S    70  RB 
*S    60  RB 

17.14         2§J    1§J 
14.31          2^    1§§ 
12.72         2J|    1% 
11.87         2JI    1ft 
9.45         2T\j    IY2 

34     H    41    HI   l&   T¥. 
M     H     if     144   UV    s% 

li     5i    T5A    ift    if    T¥S 

il       ii     T¥*     IT'S     gj       il 

Ii     AS9  3^    % 

§!     H   2Hf    55 

Si      T¥F  2,%    M 
«      375     2&     }} 

*Not  rolled  by  Carnegie  Steel  Company. 

107 


CARNEGIE  STEEL   COMPANY 


ingl 


O        OOOO        OOOO 

oo      oooqoqoq      oqoqoooq 
'  ' 


i>-        I>-COCO 

t-        «>•*•* 


S£^s§4< 


,_,   ,_,  t5   T-l  1-H   O  O 


^HfCS          O«OOiI> 


SH°9        O2  OS          OS  02  02  Oi          COCOCOCO          •<*<  •*-*•*          Tf-^-tf<-^l 


J08it>a|^^       SSco'co'       Sc^S?cV§      c€c€c€c^      c€c^c€c€ 


s^n^[  puB  s^og 


T^HOiOOi          OOOCOOO 


i^l  Oi      oc<icoio      i>^O5(>iio 

r-i^-1        <^<N<M<rq         CSIIMCOCO 


kO-^ 
50  00 


00  (M.  US        50  US-*  00 


sang  9ondS 


pus  s^og 


jo  sarej 


s^njs[  p 
jo  ^319^  PUB 


sitjg  9oqdg  jo  IIBJ 

9UQ  JO  }U_S[9^ 


a^idg  jo  9zig 


OSOOTIHCO  t>.co-^io 

050000  50-HCa^ 

c<i  I-H  >o  so  co  >d  oo  us 

-^H^tlcOCO  (MC-lCaiM 


OOO 


OOO 


*»ooi>- 


US  10        -rt  CO  O  CO        (M  00  (M 
t^O        Tt^OiOCO         OiUSt^- 

(M  <M      <rq  c^i  c^i  <M      co  co  co  - 


OO  O  OO  <M         Tft  O  O  O         OO 
-rJHOT-^cq         OOOOO1^         Ot^c 

ususcot^      o~.      -    «o      »  co 


CO  ^  CO  OO  O  O  CO  <M  M  O 

U?  -*  00  T-I  Ttl  •*  t-  US  O  US 

t^i-H  Co'odcOOJ  OOUSO-ioO 

0500  I--OOUS  COCOCOCN 


5O"*IO5        t—  l>-  Cfl  O        O  US  US 
O  O  OO  T-(          5OI>;C<JCO          CO  O  •* 


5OUSU-<j 


r^TjH        COCOCOCO 


OO-^-*  t~-T^SO5O  6OUSUS 
OSOit^t^;  O2O5OOOO  OC  Tt<  •* 
CQCNr—  )T-H  OOOO  OOO 


snoa  9     I 


S.tOia 


88    ^2 


COCOCO 


.lao^lS^H 
^0007*00        COCrciT 


&\X\ 


pat?  irBH  jo  ^q3i3H  fl 


us  o  us  O      us  o  o  •*       CM  O 

-*  rJH  CO  CO         CO  <M  r-(  ,-H         T-I  rH 


OO        USOU5O         USOUSO        U3OU3O        USOO-*         CM  O  OO 
005          OOOOt^t^          CD50USU5          -*TJ,COCO          <N<Mt-lr-l          T-lr-l 


feet  long,  v 
than  20  feet 


™  O 
§^ 


^-2 
CS  ^ 

M  S 

Ji 

f-g 

if 

ja.3 

is 
11 

•sf 

cf  ^ 

II 

Is 

II 

a 


108 


RAIL  ACCESSORIES 


RAIL  CLIPS 


No.  104 


No.  112 


l-%"--*-%::-%-'-^ 

L  ------  2%--  ------  J 


Rail  Clip 
No. 


Rail  Section 


103 
114 

118 
104 
108 
112 


2Mx2 


2^x2 
2}|x2 
2^x2 
2^x2 


4.4 
2.3 
5.65 
7.3 

4.8 
4.2 


0.64 
0.25 
0.85 
1.10 
0.70 
0.62 


100  to  60  Ib.  A.  S.  C.  E.  Rails. 
50  to  20  Ib.  A.  S.  C.  E.  Rails. 
100  to  60  Ib.  R.  B.  Rails. 
100  to  60  Ib.  A.S.C.E.  Angle  Bars 
Girder  Rails. 
Girder  Rails. 


Clipe  can  be  furnished  with  3§"  diameter  holes. 


109 


CARNEGIE   STEEL   COMPANY 


PIPE—  BLACK  AND  GALVANIZED 

NATIONAL     TUBE     COMPANY    STANDARD 

STANDARD    PIPE 

Size, 
In. 

Diameters, 
Inches 

Thick- 
ness, 
Inches 

Weight  per  loot, 
Pounds 

Threads 
per 
Inch 

Couplings 

External 

Internal 

Plain 
Ends 

Threads 
and 
Couplings 

Diameter, 
Inches 

Length, 
Inches 

Weight, 
Pounds 

y8 

.405 

.269 

.068 

.244 

.245 

27 

.562 

X 

.029 

% 

.540 

.364 

.088 

.424 

.425 

18 

.685 

1 

.043 

H 

.675 

.493 

.091 

.567 

.568 

18 

.848 

iy8 

.070 

Yi 

.840 

.622 

.109 

.850 

.852 

14 

1.024 

iy8 

.116 

% 

1.050 

.824 

.113 

1.130 

1.134 

14 

1.281 

1% 

.209 

1 

1.315 

1.049 

.133 

1.678 

1.684 

11^ 

1.576 

\1/o 

.343 

IX 

1.660 

1.380 

.140 

2.272 

2.281 

llj^ 

1.950 

2)^ 

.535 

\Yt 

1.900 

1.610 

.145 

2.717 

2.731 

11)4 

2.218 

2% 

.743 

2 

2.375 

2.067 

.154 

3.652 

3.678 

11)4 

2.760 

2y8 

1.208 

2% 

2.875 

2.469 

.203 

5.793 

5.819 

8 

3.276 

2% 

1.720 

3 

3.500 

3.068 

.216 

7.575 

7.616 

8 

3.948 

3)i 

2.498 

3^ 

4.000 

3.548 

.226 

9.109 

9.202 

8 

4.591 

zy8 

4.241 

4 

4.500 

4.026 

.237 

10.790 

10.889 

8 

5.091 

3^8 

4.741 

4)4 

5.000 

4.506 

.247 

12.538 

12.642 

8 

5.591 

3^6 

5.241 

5 

5.563 

5.047 

.258 

14.617 

14.810 

8 

6.296 

4K 

8.091 

6 

6.625 

6.065 

.280 

18.974 

19.185 

8 

7.358 

4J^ 

9.554 

7 

7.625 

7.023 

.301 

23.544 

23.769 

8 

8.358 

4y8 

10.932 

8 

8.625 

8.071 

.277 

24.696 

25.000 

8 

9.358 

&H 

13.905 

8 

8.625 

7.981 

.322 

28.554 

28.809 

8 

9.358 

4% 

13.905 

9 

9.625 

8.941 

.342 

33.907 

34.188 

8 

10.358 

&y8 

17.236 

10 

10.750 

10.192 

.279 

31.201 

32.000 

8 

11.721 

6y8 

29.877 

10 

10.750 

10.136 

.307 

34.240 

35.000 

8 

11.721 

6)i 

29.877 

10 

10.750 

10.020 

.365 

40.483 

41.132 

8 

11.721 

®y8 

29.877 

11 

11.750 

11.000 

.375 

45.557 

46.247 

8 

12.721 

6J^ 

32.550 

12       12.750 

12.090 

.330 

43.773 

45.000 

8 

13.958 

6^ 

43.098 

12 

12.750 

12.000 

.375 

49.562 

50.706 

8 

13.958 

&y8 

43.098 

13 

14.000 

13.250 

.375 

54.568 

55.824 

8 

15.208 

6^ 

47.152 

14 

15.000 

14.250 

.375 

58.573 

60.375 

8 

16.446 

G)^ 

59.493 

15 

16.000 

15.250 

.375 

62.579 

64.500 

8 

17.446 

6H 

63.294 

The  permissible  variation  in  weight  is  5  per  cent,  above  and  5  per  cent,  below. 
Furnished  with  threads  and  couplings  and  in  random  lengths  unless  otherwise  ordered. 
Taper  of  threads  is  %"  diameter  per  foot  length  for  all  sizes. 
The  weight  per  foot  of  pipe  with  threads  and  couplings  is  based  on  a  length  of  20  feet, 
including  the  coupling,  but  shipping  lengths  of  small  sizes  will  usually  average  less  than  20  feet. 
All  weights  and  dimensions  are  nominal.    On  sizes  made  in  more  than  one  weight,  weight 
desired  must  be  specified. 

110 


PIPE 


PIPE—  BLACK  AND  GALVANIZED—  Concluded 

NATIONAL,    TUBE   COMPANY   STANDARD 

EXTRA  STRONG  PIPE             DOUBLE  EXTRA  STRONG  PIPE 

Size, 
In. 

Diameters, 
Inches 

Thick- 
ness, 
Inches 

Weight, 
per 
Foot, 
Pounds 

Size, 
In. 

Diameters, 
Inches 

Thick- 
ness, 
Inches 

Weight 
per 
Foot, 
Pounds 

External 

Internal 

Plain 
Ends 

External 

Internal 

Plain 
Ends 

f 

l£ 
2 

|H 
*H 

4 

P 

6 
7 
8 
9 
10 
11 
12 
13 
14 

15 

.405 
.540 
.675 
.840 
1.050 
1.315 
1.660 
1.900 
2.375 
2.875 
3.500 
4.000 
4.500 
5.000 
5.563 
6.625 
7.625 
8.625 
9.625 
10.750 
11.750 
12.750 
14.000 
15.000 
16.000 

.215 
.302 
.423 
.546 
.742 
.957 
1.278 
1.500 
1.939 
2.323 
2.900 
3.364 
3.826 
4.290 
4.813 
5.761 
6.625 
7.625 
8.625 
9.750 
10.750 
11.750 
13.000 
14.000 
15.000 

.095 
.119 
.126 
.147 
.154 
.179 
.191 
.200 
T218 
.276 
.300 
.318 
.337 
.355 
.375 
.432 
.500 
.500 
.500 
.500 
.500 
.500 
.500 
.500 

.500 

.314 
.535 
.738 
1.087 
1.473 
2.171 
2.996 
3.631 
5.022 
7.661 
10.252 
12.505 
14.983 
17.611 
20.778 
28.573 
38.048 
43.388 
48.728 
54.735 
60.075 
65.415 
721.  091 
77.431 
82.771 

1 

1M 

i* 
1* 

3^ 

!* 

6 

7 
8 

.840 
1.050 
1.315 
1.660 
1.900 
2.375 
2.875 
3.500 
4.000 
4.500 
5.000 
5.563 
6.625 
7.625 
8.625 

.252 
.434 
.599 
.896 
1.100 
1.503 
1.771 
2.300 
2.728 
3.152 
3.580 
4.063 
4.897 
5.875 
6.875 

.294 
.308 
.358 
.382 
.400 
.436 
.552 
.600 
.636 
.674 
.710 
.750 
.864 
.875 
.875 

1.714 
2.440 
3.659 
5.214 
6.408 
9.029 
13.695 
18.583 
22.850 
27.541 
32.530 
38.552 
53.160 
63.079 
72.424 

Furnished  with  plain  ends   and  in   random 
lengths  unless  otherwise  ordered. 
Permissible  variation   in  weight,   for    extra 
strong  pipe,  5  per  cent,  above  and  5  per  cent, 
below. 
For  double  extra  strong  pipe,  10  per  cent, 
above  and  10  per  cent,  below. 
All  weights  and  dimensions  are  nominal. 

LARGE   0.   D.  PIPE 

r 

I 

1   t 

15 
16 
17 

18 
20 
21 

22 

_'l 
26 

2S 

sa 

Weight  per  Foot,  Pounds 

Thickness,  Inches 

V4          5/io           % 

Vie           Va 

%6            % 

% 

% 

1 

36.71345.682    54.568 
39.38349.020   58.573 
42.05352.357    62.57E 
44.72355.695    66.584 
47.39359.032    70.58£ 
65.708   78.59C 
69.045    82.604 
72.383    86.60S 
94.61C 
102.62t 

63.371    72.091 
68.044    77.431 
72.716   82.771 
77.389   88.111 
82.061    93.451 
91.407104.131 
96.079,109.471 
100.752114.811 
110.097il25.491 
>|119.442J136.172 
128.7871146.852 
1138.132157.532 

80.726    89.27< 
86.734   95.95^ 
92.742  102.62< 
98.  749;  109.  30- 
104.757  115.97" 
116.772129.331 
122.780136.00 
128.7871142.  68 
140.802156.03 
j!52.818  169.38 
Il64.833ll82.73 
176.848196.08 

)  106.134 
1114.144 
3122.154 
11130.164 
3138.174 
3154.194 
3162.204 
3170.215 
3186.235 
3202.255 
3218.275 
11234.296 

122.654138.842 
132.000!l49.522 
141.345160.202 
150.690;i70.882 
I160.035I181.562 
178.725J202.923 

Furnished  w  th  plain  ends  and  in  random  lengths,  unless  otherwise  ordered. 
All  weights  and  dimensions  are  nominal. 

111 


CARNEGIE    STEEL    COMPANY 


SCREW  THREADS 

AMERICAN     BRIDGE     COMPANY 

STANDARD 

BOLTS,  RODS,  EYE  BARS,  TURNBUCKLES,  SLEEVE  NUTS,  AND  CLEVISES 

,                                p.  p  >, 

0     *      ft 

If* 

.OlOO                                    /\ 

-«SY 

"1 

r_T_.    --^\ 

\ 

?o 

f                        V             /               o\|/ 

\        > 

rQ 

Zf*     v       \    /        oU        \*/ 

tl 

^ 

c£    ^ioo    T7                Vr 

v  ! 

w 

Diameter 

Area 

Number 

Diameter 

Area 

Number 

of 

nf 

Total 

Net, 

Total 

Net 

Threads 

Total, 

Net, 

Total 

Net 

Threads 

d 

c, 

Dia., 

d 

Dia.,  c, 

per 

d, 

c, 

Dia. 

d. 

Dia 

.,  c, 

• 

per 

In. 

In. 

Sq.  In. 

Sq.  In. 

Inch 

In. 

In. 

Sq.  In. 

Sq. 

In. 

Inch 

M 

.185 

.049 

.027 

20 

2y2 

2.175 

4.909 

3.716 

4 

N 

.294 

.110 

.068 

16 

2K 

2 

.300 

5.412 

4.156 

4 

H 

.400 

.196 

.126 

13 

2M 

2 

425 

5.940 

4.619 

4 

% 

.507 

.307 

.202 

11 

2K 

2 

.550 

6.492 

5.108 

4 

.620 
.731 

.442 
.601 

.302 
.419 

10 
9 

3 

3M 

2 
2 

.629 

.879 

7.069 
8.296 

5.428 
6.509 

! 

M 

i 

.838 

.785 

.551 

8 

3 

.100 

9.621 

7.549 

\\L 

IK 

.939 

.994 

.693 

7 

3M 

3 

.317 

11.045 

8.641 

3 

1J4 

.064 

1.2S 

>7 

.890 

7 

IK 

.158 

1.485 

1.054 

6 

4 

3 

.567 

12.566 

9.993 

3 

1H 

.283 

1.767 

1.294 

6 

4M 

3 

.798 

14.186 

11.330 

5 

!K 

IK 

.389 

2.074 

1.515 

4J/£ 

4.028 

15.904 

12.741 

2% 

1M 

.490 

2.405 

1.744 

5 

4M 

4.255 

17.721 

14.221 

2K 

IK 

.615 

2.761 

2.049 

5 

5 

4.480 

19.635 

15.766 

2 

^ 

2 

.711 

3.142 

2.300 

4^2 

5J€ 

4.730 

21.648 

17.574 

2 

^ 

2K 

.836 

3.547 

2.649 

4y2 

4.953 

23.758 

19.268 

2K 

2M 

.961 

3.976 

3.021 

4y2 

5M 

5.203 

25.967 

21.262 

2 

K 

2K 

2.086 

4.430 

3.419 

4y2 

6 

5 

.423 

28.274 

23.095 

2M 

BOLT  HEADS  AND  NUTS 

AMERICAN    BRIDGE     COMPANY 

STANDARD 

*—  -f—  ->, 

ff^ 

^X            >V-A 

/ 

~^V 

fol  I  f  i 

m 

3  ^ 

>|t 

ir- 

H 

i 

^?^  I     TL 

ij      \^ 

"    V      "11 

*               !\ 

j 

L 

J        U-J 

•<—  8?-* 

Rough  Nut 

Finished  Nut 

Rough 

Head 

Finished  Head 

f                  g 

f 

g 

f 

h 

f 

h 

1.5d+K"         d         1.5d+}le" 

d-Vio" 

i.5d+K" 

0.5f 

i.5d+y16"o.5f-y1(J" 

For  Screw  Threads,  Bolt  Heads  and  Nuts,   the  American 

Bridge  Company   has  adopted  the 

Franklin  Institute  Standard,  commonly  known  as  United  States  Standard. 

112 


BOLTS 


BOLT  HEADS  AND  NUTS,  DIMENSIONS  IN  INCHES 


AMERICAN     BRIDGE     COMPANY    STANDARD 


1 
11 


HEAD 


Diameter 


Hex.  or 
Square 


Long  |  Short     Height 


Square 


Long     Short 


NUT 


Hexagonal 


iex.  or 

Square 


Diameter 


Long      Short 


Height 


Square 


Diameter 


Long     Short 


f 

n 


41-8 


'.i 


p 


BOLT  THREADS,  LENGTH  IN  INCHES 

AMERICAN     BRIDGE     COMPANY    STANDARD 


Length, 
Inches 

Diameter,  Inches 

34          H          l-2         5A    ,      K 

fc 

1 

134 

IK 

1      to    134 
iy8to    2 
234  to  234 
2^  to    3 
334  to    4 
434  to    8 
834  to  12 
1234  to  20 

X 

K 

y* 

H 

I 
1 

H 

i 
i 
i 

l 
l 
134 
134 
134 

13/2 

134 
134 
IK 
134 

2 

134 
1H 

134 
IK 
2 

2 

2 

2K 

i 

2K 
2K 
234 

3 
3 

234 
2K 
3 
3 

Bolts  not  listed  are  threaded  about  3  times  the  diameter ;  in  no  case  are 
standard  bolts  threaded  closer  to  the  head  than  K  inch. 


113 


CARNEGIE   STEEL   COMPANY 


BOLTS  WITH  SQUARE  HEADS 

AND 

NUTS 

AMERICAN   BRIDGE   COMPANY   STANDARD 

WEIGHT  IN  POUNDS  PER  100 

BOLTS 

Length 

Diameter  of  Bolt,  Inches 

Under 

Head, 

% 

% 

Inches 

1/1 

5/1C 

% 

7/16 

1/2 

5 

i 

1 

1                   4 

7 

11 

15 

22 

37 

56 

1%              4 

7 

11 

16 

23 

39 

59 

1J4 

5 

8 

12 

17 

24 

41 

62 

1M 

5 

8 

13 

18 

26 

43 

64 

2 

5 

9 

14 

19 

27 

45 

67 

101 

144 

6 

9 

15 

20 

28 

47 

71 

104 

150 

21A 

6 

10 

15 

21 

30 

49 

74 

109 

155 

2%              6 

10 

16 

22 

31 

51 

77 

113 

161 

3                  7 

11 

17 

24 

33 

54 

80 

117 

167 

3^2 

7 

12 

18 

25 

35 

58 

86 

126 

178 

4 

8 

13 

20 

28 

38 

62 

92 

134 

189 

4^ 

9 

14 

21 

30 

41 

e 

6 

9£ 

$ 

142 

198 

5 

10 

15 

23 

32 

43 

71 

104 

151 

209 

51^   • 

10 

16 

25 

34 

46 

75 

111 

159 

220 

6 

11 

17 

26 

36 

49 

79 

117 

168 

232 

6^ 

28 

38 

52 

84 

123 

176 

243 

7 

29 

40 

55 

g 

.8 

129 

185 

254 

7H 

31 

42 

57 

92 

136 

193 

265 

8 

32 

45 

60 

97 

142 

202 

276 

9 

34 

49 

65 

105 

154 

218 

298 

10 

53 

71 

114 

167 

235 

320 

12 

61 

82 

131 

192 

269 

364 

14 

93 

148 

217 

303 

409 

Per  Inch 
Additional 

1.4 

2.2 

3.1 

4.3 

5.6 

8.7 

12.5 

17.0 

22.3 

SQUARE  NUTS  AND  BOLT 

HEADS 

AMERICAN    BRIDGE     COMPANY    STANDARD 

WEIGHTS  IN  POUNDS  FOR  ONE  HEAD 

AND  ONE  NUT 

Diameter  of  Bolt, 

Inches 

1%             1%            1% 

2 

2% 

3 

Square  Head  and  Nut... 

2.05          3.51          5.48 

8.08 

15.5 

26.2 

Weight  of  Shank  per  Inch 

.3477        .5007        .6815 

.8900 

1.391 

2.003 

114 


BOLTS 


BOLTS  WITH  HEXAGON  HEADS  AND  NUTS 

AMERICAN   BRIDGE    COMPANY   STANDARD 

WEIGHT  IN  POUNDS  PER  100  BOLTS 

Length 

Diameter  of  Bolt,  Inches 

Length 

Diameter  of  Bolt  Inches 

Under 

Under 

Head, 

Head, 

Inches 

ij         r>s         «t 

% 

1 

Inches 

Mi 

% 

s/i 

T^ 

1 

1 

19 

33 

52 

8 

58 

92 

137 

194 

264 

1M 

20 

34 

54 

8J4 

60 

96 

143 

202 

274 

134 

22 

36 

57 

9 

63 

100 

149 

210 

285 

1M 

23 

38 

60 

9J4 

66 

105 

156 

219 

296 

2 

24 

40 

63 

93 

132 

10 

68 

109 

162 

227 

307 

234 

26 

43 

66 

97 

137 

1034 

71 

114 

168 

236 

318 

234 

27 

45 

69 

101 

143 

11 

74 

118 

174 

244 

329 

2M 

29 

47 

72 

105 

148 

1134 

77 

122 

181 

253 

341 

3 

30 

49 

75 

109 

154          12 

80 

127 

187 

261 

352 

3M 

31 

51 

78 

114 

160 

12H 

82 

131 

193 

270 

363 

334 

33 

54 

82 

118 

165 

13 

85 

135 

199 

278 

374 

3M 

34 

5o 

85 

122 

171 

13J4 

88 

139 

206 

287 

385 

4 

35 

53 

88 

126 

176 

14 

91 

144 

212 

295 

396 

434 

37 

60 

90 

130 

180 

1434 

93 

148 

218 

304 

407 

434 

38 

62 

94 

134 

186 

15 

96 

152 

225 

312 

418 

4M 

39 

64 

97 

138 

191 

1534 

99 

157 

231 

321 

430 

5 

41 

66 

100 

143 

197 

16 

102 

161 

237 

329 

441 

534 

42 

68 

103 

147 

202 

1634 

105 

165 

243 

338 

452 

5)4 

44 

71 

106 

151 

208 

17 

107 

170 

250 

346 

463 

5M 

45 

73 

109 

156 

213 

1734 

110 

174 

256 

355 

474 

6 

46 

75 

112 

160 

219 

18 

113 

177 

262 

364 

485 

6}4 

48 

77 

115 

164 

225 

1834 

116 

183 

268 

372 

496 

634 

49 

79 

119 

168 

230 

19 

119 

187 

275 

381 

507 

6M 

51 

81 

122 

173 

236 

1934 

121 

191 

281 

389 

519 

7 

52 

84 

125 

177 

241 

20 

124 

196 

287 

398 

530 

7M 

53 

86 

128 

181 

247 

734 

55 

88 

131 

185 

252 

7% 

56 

90 

134 

190 

258 

Per  Inch 
Additional 

5.6 

8.7 

12.5 

17.0 

22.3 

Per  Inch 
Additional 

5.6 

8.7 

12.5 

17.0 

22.3 

HEXAGON  NUTS  AND  BOLT  HEADS 


AMERICAN    BRIDGE     COMPANY    STANDARD 


WEIGHTS  IN  POUNDS  FOR  ONE  HEAD  AND  ONE  NUT 


Diameter  of  Bolt, 
Inches 

1V4 

iy2 

1% 

2 

2% 

3 

Hexagon  Head  and  Nut  .  . 

1.73 

2.95 

4.61 

6.79 

13.0 

22.0 

Weight  of   Shank  per  Inch 

.3477 

.5007 

.6815 

.8900 

1.391 

2.003 

115 


CARNEGIE  STEEL   COMPANY 


UPSET  SCREW  ENDS  FOR  SQUARE  BARS 

AMERICAN    BRIDGE    COMPANY    STANDARD 

ID 

i   i 

Pitch  and  Shape  of  Thread  A.  B.  Co.  Standard 

BAR 

UPSET 

Side  of 
Square 
d, 
Inches 

Area, 
Sq. 
Inches 

Weight 

Foot, 
Lbs. 

Diameter 
b, 
Inches 

Length 
a, 
Inches 

Additional 
Length 
for 
Upset 
+10%, 
Inches 

Diameter 
at 
Root  of 
Thread 
c, 
Inches 

Area 

At  Root 
of 
Thread, 
Sq.  Inches 

Excess 
Over 
Area  of 
Bar, 

*  *A 

0.563 

1.91 

IK 

4 

4 

0.939 

0.693 

23.2 

*  % 

0.766 

2.60 

Ik 

4 

3^ 

1.064 

0-890 

16.2 

1 

1.000 

3.40 

iy2 

4 

4 

1.283 

1.294 

29.4 

iy& 

1.266 

4.30 

iy8 

4 

1.389 

1.515 

19.7 

lk 

1.563 

5.31 

17A 

^A 

4M 

1.615 

2.049 

31.1 

1M 

1.891 

6.43 

2 

±y* 

4 

1.711 

2.300 

21.7 

1H 

2.250 

7.65 

2k 

5 

5 

1.961 

3.021 

34.3 

1%        2.641 

8.98 

2% 

5 

^A 

2.086 

3.419 

29.5 

1M 

3.063 

10.41 

21A 

5^ 

4K 

2.175 

3.716 

21.3 

IJi 

3.516 

11.95 

2H 

5 

2.425 

4.619 

31.4 

2 

4.000 

13.60 

27A 

6 

5 

2.550 

5.108 

27.7 

21A 

4.516 

15.35 

3 

6 

41^ 

2.629 

5.428 

20.2 

2k 

5.063 

17.21. 

3k 

Q1A 

5^ 

2.879 

6.509 

28.6 

2*A 

5.641 

19.18 

3^ 

7 

6^ 

3.100 

7.549 

33.8 

2y> 

6.250 

21.25 

3M 

7 

7 

3.317 

8.641 

38.3 

2% 

6.891 

23.43 

3SA 

7 

5^ 

3.317 

8.641 

25.4 

2M 

7.563 

25.71 

4 

71A 

63^ 

3.567 

9.993 

32.1 

2% 

8.266 

28.10 

4k 

8 

7^ 

3.798 

11.330 

37.1 

3 

9.000 

30.60 

4k 

8 

6 

3.798 

11.330 

25.9 

3y& 

9.766 

33.20 

4^ 

81A 

7 

4.028 

12.741 

30.5 

3k 

10.563 

35.91 

4M 

8X 

7H 

4.255 

14.221 

34.6 

Upsets  marked  *  are  special. 

116 


UPSET   SCREW   ENDS 


UPSET  SCREW  ENDS  FOR  ROUND  BARS 

AMERICAN  BRIDGE   COMPANY  STANDARD 

\  v       jlpMlMJl  \  i 

a 

Pitch  and  Shape  of  Thread  A.  B.  Co.  Standard 

BAR 

UPSET 

Area 

Additiona 

Diameter 
d, 
Inches 

Area, 

Sq. 
Inches 

Weight 
per 
Foot, 
Lbs. 

Diameter 
b, 
Inches 

Length 
a, 
Inches 

Length 
for 
Upset 
+  10%, 
Inches 

at 
Root  of 
Thread 
c, 
Inches 

At  Root 
of 
Thread, 
Sq.  Inches 

Excess 
Over 
Area  of 
Bar, 

*  M 

0.442 

1.50          1                4                 4             0.838 

0.551 

24.7 

*  V* 

0.601 

2.04 

IK            4 

5 

1.064 

0.890 

48.0 

1 

0.785 

2.67 

tN 

4 

4 

1.158     i      1.054 

34.2 

1H        0.994 

3.38 

IM 

4 

4 

1.283          1.294 

30.2 

134        1.227 

4.17 

1% 

4 

4 

1.389          1.515 

23.5 

1%        1.4S5 

5.05 

Ifc             4 

4 

1.490 

1.744 

17.5 

\1A 

1.767 

6.01 

2                 4^ 

4>S 

1.711          2.300 

30.2 

1% 

2.074 

7.05 

2H            4H 

4 

1.836          2.649 

27.7 

1% 

2.405 

8.18 

2M             5 

4 

1.961 

3.021 

25.6 

1H 

2.761 

9.39 

2H            5 

4 

2.086 

3.419 

23.8 

2 

3.142 

10.68 

2Ji 

5M 

4 

2.175 

3.716 

18.3 

2±i 

3.547 

12.06 

2^J 

5H 

3/4 

2.300 

4.156 

17.2 

2M 

3.976 

13.52 

2J6 

6 

43^ 

2.550 

5.108 

28.4 

2% 

4.430 

15.06 

3 

6 

41A 

2.629 

5.428 

22.5 

21A 

4.909 

16.69 

3  14 

6M 

51A 

2.879 

6.509 

32.6 

2% 

.5.412      18.40 

334 

6)^ 

43^ 

2.879 

6.509 

20.3 

2% 

5.940     20.19 

3Jj 

7 

5J-3 

3.100 

7.549 

27.1 

2% 

6.492     22.07 

3M 

7 

6 

3.317 

8.641 

33.1 

3 

7.009     24.03 

3% 

7 

5 

3.317 

8.641 

22.2 

3^8 

7.670     26.08 

4 

7J^ 

6 

3.567 

9.993 

30.3 

3M        8.296     28.21 

4                7H 

5 

3.567 

9.993 

20.5 

3H 

8.946 

30.42 

4J4 

8 

51A 

3.798 

11.330 

26.6 

31A 

9.021     32.71 

4M 

8 

5 

3.798 

11.330 

17.8 

3%      10.321     35.09          4H 

sn 

5H 

4.028 

12.741 

23.4 

3%      11.045  '  37.55          4% 

8H 

6 

4.255 

14.221 

28.8 

3%      11.793  !  40.10 

4^ 

SHI 

5>4 

4.255 

14.221 

20.6 

Upsets  marked  *  are  special. 

117 


CARNEGIE    STEEL    COMPANY 


EYE  B^ 

AMERICAN    BRIDGE    CON 

ORDINARY  EYE  BAR 

.US 

[PANY    STANDARD 

ADJUSTABLE  EYE  BAR 

/^ 

;\ 

^3  Lsiaii 

1  L-C-C 

L,  ^£ 

-£] 

J-X        11 

~^-     \v                 •—"!  ,  : 

*  —  a—  **                                      *-b-n 
Minimum  length  of  short  end  from  center  of 
pin  to  end  of  screw,  6'-6",  preferably  7'-0". 
Thread  on  short  end  to  be  left  hand. 
Pitch  and  Shape  of  Thread  A.  B.  Co. 
Standard. 

BAR 

HEAD 

BAR 

SCREW  END 

Width 
In. 

Thickness 

Dia. 
d, 
In. 

Maximum 
Pin 

Additional 
Materia    a, 
Ft.  and    n. 

Width 
In. 

Min. 
thick- 
ness 
In. 

Dia. 
u, 
In. 

Excess 
Upset 
over 
Bar 

Length 
m, 
In. 

Additional 
Material.b, 
Ft.  and  In. 

Max. 
In. 

Min. 
In. 

Dia. 
In. 

Excess 
Head 
over 
Bar, 

For 
order- 
ing 
Bar 

For 

iguring 
Weight 

For 

order- 
ing 
Bar 

1-  0 
1-  0 
0-11 

For 
igur- 
ing 
Wt. 

8 

8 

|| 

%1A 

2 

1 

H 

,| 

3§ 

37.5 

1-  0 

1-  4 
1-  9 

0-  7 
0-11 
1-  4 

2 

*  M 

*  M 
1 

| 

39.6 
36.6 
31.4 

4 

1 

6 

7 
*  8 

|H 

40.0 

1-  3 

1-  7 
2-  0 

0-10 
-  2 

-  7 

2H 

| 

41.2 
38.1 
36.7 

5  2 
5 

1-  0 
1-  0 
1-  0 

3 

1M 

N 

8y2 

4M 

41.7 

1-  6 
1-11 
2-  4 
1-11 
2-  3 
2-  8 

-  1 
-  5 
-10 

3 

*  34 

34.3 
41.6 
23.9 

5 

1-  0 
1  -1 
1-   1 

4 

IN 

? 

10 

11 

*12 

43^ 

37.5 

-  6 
-10 
2-  2 

4 
5 

6 

7 

*  M 
1  8 

2^/2 

34 

23.9 
32.0 
35.7 
44.6 

6  2 

1-   1 
0-11 

1-  1 

1-  2 

CO  00  00  <l  00  CO  00  <l  00 

^  L&£££ 

5 

2 

12 
*15  2 

8M 

35.0 

2-   1 
2-  8 
3-  3 

1-  8 
2-  2 
2-  9 

& 

334 

~o  r/~ 

o    •> 

g 

36.2 
24.1 
30.2 
34.2 
38.3 
25.8 
28.0 
33.2 
37.3 

6 
6 

f 

1-  0 
0-11 
1-  0 
1-   1 
1-  2 

6 

7 

2 

1 
1 

1 

14 

37.5 

2-  4 
2-  6 
3-  2 

1-10 
2-   1 

2-  8 

2 

*is| 

7 
8 
9 

35.7 

2-  7 
2-11 
3-  4 

2-  2 
2-  6 
2-11 

*1 

:  1A 

7 

1:8 
III 

1-  0 

1-  1 

1-  2 
1-  2 

1 

8 
9 

2 

18 
19 
*20 

7 
8 
9 

37.5 

2-  8 
3-  0 
3-  4 

2-  3 
2-  6 
2-11 

4 

4M 

26.9 
29.5 
32.4 
35.4 

| 

8 
93^ 

o 

1 

20 
22 

7H 

38.9 

2-11 
3-  7 

2-  6 
3-  1 
2-10 
3-  3 

3-  7 

10 

2 

2 

24  2 
*25 

9 

IOH 

35.0 

3-  5 
3-  9 
4-   1 

8 

1 

434 
43-' 

25.9 
27.4 
29.3 
31.4 
35.2 

8 
9  2 

1-  Oi  8 
1-  1    8^ 
1-   1    83^ 
1-  2    9 
1-  310 

12 

I 

l£t 

m 

My2 

37.5 

3-  8 
4-  2 
4-  8 

3-  3 
3-  8 
4-   1 

2 

II 

31 
33 
*34 

12 
14 
15 

35.7 

4-  3 
4-10 
5-  5 

3-  9 
4-  4 

4-  8 

Bars  marked   *  should  only  be  used  when 
absolutely  unavoidable. 
Deduct  pin  hole  when  figuring  weight. 

2 

36 

14 
16 

37.5 
34.4 

4-11 
5-  5 

4-  5  j 
4-10 

118 


LOOP    RODS 


LOOP  RODS 

AMERICAN    BRIDGE    COMPANY    STANDARD 

t  ~~f  /•  —  ^~^_^          ~~  

fc" 

-  —  _,  Right  Thread 

OP 

"~^3  -*~~""        Left  Thread 
±        a         J7~  2^P      VMin.  Length  4V     J-5 

—  T^    ~J 

i         Length  1 

."JForTurnbuckle 
'.'.  JFor  Sleeve  Nut 
.  Standard 

:HES  FOR  ONE  Lo 

Pitch  and  Shape  of  Thread  A.  B.  Co 
ADDITIONAL  LENGTH  "A"  IN  FEET  AND  IN 

A=4.17p+5.S9r 

Diam. 
of 
Pin, 
P 

Diameter  or  Side  "r"  of  Rod  in  Inches 

% 

% 

1 

IVs 

1% 

1% 

m 

1% 

1% 

m 

2 

IK 

0-  9K 

0-10 

0-11 

0-11H 

IK 
2 

0-10 
0-11 
1-  0 

1-  1 

0-10H 
0-11K 

i-  OK 

1-  IK 

0-11H 
1-  OK 
1-  IK 

1-  2K 

1-  0 
1-  1 
1-  2 

1-  3 

1-   1 
1-  2 
1-  3 

1-  4 

1-  2K 

1-  3H 

1-  4H 

1-  4K 
1-  5K 

1-  5 
1-  6 

1-  6 
1-  7 

1-  7H 

1-  8K 

2K 

1-  2 
1-  3 
1-  4 

1-  3 
1-  4 
1-  6 

1-  3K 
1-  4H 
1-  5K 

1™     53^ 

1-  5 
1-  6 

1-  7 

l-  5K 

1-  7 
1-  8 

i-  GK;I-  7 

1-  7H  1-  8 
1-  8H  1-  9H 

1-  8 
1-  9 
1-10 

1-  8K 
1-  9H 
1-11 

1-  9K 

I-IOH 
1-ilK 

3 

1-  5 

1-  6 

1-  6H 

1_     7J^ 

1-  8 

1-  9 

1-  9H 

I-IOH 

1-11 

2-  0 

2-  OK 

3H 

1-  6 
1-  7K 
1-  8K 

1-  7 
1-  8 
1-  9 

1-  7H 
1-  8H 
1-10 

1-  8K1-  9 
1-  9H  1-10 
1-10K1-11 

1-10 
1-11 
2-  0 

I-IOH  l-HK 
2-  OH  2-  IK 

2-  0 
2-  1 
2-  2 

2-  1 
2-  2 

2-  3 

2-   IK 
2-  2H 
2-  3K 

4 

l-  9K 

1-10 

1-11 

1-11K 

2-  OH 

2-  1 

2-  2     J2-  2K 

2-  3 

2-  4 

2-  4K 

*4M 

*4£i 
5 

5K 

1-11 
2-0 
2-1 

2-  2K 

2-  0 
2-  1 

«. 

2-  3 

2-  4 
2-  5 
2-  6 

2-  OH 

2-  IK 
2-  2K 

2-  3K 

2-  5 
2-  6 

2-  7 

2-  IK 
2-  2K 
2-  3K 

2-  4K 

2-  5K 
2-  6K 
2-  7H 

2-  2 
2-  3 
2-  4 

2-  5 

2-  6 
2-  7K 
2-  8K 

2-3 

ft 

2-  6 

2-  7 
2-  8 
2-  9 

2-  3K 
2-  4K 
2-  5H 

2-  6K 

2-  7K 
2-  9 
2-10 

2-  4H2-  5 
2-  5K2-  6 
2-  6H!2-  7 

2-  7K2-  8 

2-  8K2-  9 
2-  9KJ2-10 

2-10H2-11K 

2-  6 
2-  7 
2-  8 

2-  9 

2-10 
2-11 
3-  0 

6 

2-  7 

2-  8 

2-  8K 

2-  9K 

2-10 

2-11 

2-1  IK  3-  OK  3-  1 

6H 

7 

2-  9 
2-10 
2-11 

3-  0 

2-  9H 
2-10K 
3-  0 

3-  1 

2-10K 
2-1  IK 
3-  OH 

3-  IK 

2-11 
3-  0 
3-! 

3-  2H 

3-  0 
3-   1 
3-  2 

3-  3 

3-  OH3-  1J. 
3-  IK  3-  2H3-  3 
3-  2H'3-  3H3-  4 

3-  3H3-  4K3-  5 

Pins  marked  *  are  special.     Maximum  shipping  length  of  '  T'=35  feet. 

119 


CARNEGIE    STEEL    COMPANY 


CLEVISES 

AMERICAN    BRIDGE    COMPANY    STANDARD 

All  dimensions  in  inches 


Grip=thickness  of  plate  + 


Number  of 
Clevia, 

Head 

Diameter 
of  Pin, 
P 

w 

CD  Extreme 

•M 

£ 
f 

e»  Distance 

Diameter 
of  Upset, 
u 

Nut 

i! 

Number  of 
Clevis 

a 

d 

H 

t 

Max. 

Min. 

Max. 

Min. 

n 

1) 

3 
4 
5 

6 

7 

3 
4 
5 
6 

7 

K 
K 
K 

K 

2 
3 

1 

IK 

2 

2K 

IK 

2 
2K 
3 

4K 
5K 

2M 

5 

6 

7 
8 
9 

IK 
2K 

1 

IK 
IK 

2 

2K 
3 

4K 
5 

4 

8 
16 
26 

3 
4 
5 

6 

7 

CLEVIS  NUMBERS  FOR  VARIOUS  RODS  AND  PINS 


Rods 

Pins 

Round 

Square 

Upset 

1 

1% 

1% 

1% 

2 

2H 

2% 

2% 

3 

3H 

sy3 

K 

H 

M 

1 

IK 

3 
3 

3 
3 

3 
3 

4 

4 

i 

K 

1M 
IK 

4 
4 

4 

4 

4 
4 

4 
4 

IK 
IK 

1 

IK 

IK 

IK 

4 
4 

4 
4 

4 
4 

4 
4 

5 
5 

5 

5 

IK 
IK 
IK 
1M 
IK 

2 

2K 
2^ 
2K 

IK 
IK 

IK 
IK 
1M 

IK 

2 

1M 

IK 

2 

2K 
2K 
2K 
2K 

2M 

2K 

5 
5 
5 
5 

5 
5 
5 
5 

5 
5 
5 
5 
6 
6 
6 

5 
5 
5 
5 
6 
6 
6 

5 
5 
5 

-f- 

6 
6 

7 
7 

6 
6 
6 
6 
"6" 

\ 

6 
6 
6 
6 

tl 

7 
7 

i7 
7 
7 

7 

* 
i 

7 

Clevises  to  be  used  with  the  Rods  and  Pins  given  above. 

Clevises  above  and  to  right  of  zigzag  line  may  bs  used  with  forks  straight,    those    below    and 
to  left  of  this  line  should  have  forks  closed  so  as  not  to  overstrain  pin. 

120 


TURNBUCKLES  AND  SLEEVE   NUTS 


TURNBUCKLES  AND  SLEEVE  NUTS 

AMERICAN   BRIDGE    COMPANY   STANDARD 

All  Dimensions  in  Inches 


TURNBUCKLES 

~d a 


SLEEVE  NUTS 


a=6";  a=9"  for  turnbuckles  marked  *. 
Pitch  and  shape  of  thread,  A.  B.  Co.  Standard. 


,-b-v 


Pitch  and  shape  of  thread,  A.  B.  Co.  Standaid 


250 


Diam. 

of 
Screw 


H 


IK 

IK 
2 

2K 
2M 
2K 

2K 


Standard  Dimensions 


IK 


2K 
2K 

2M 

3 

3 


3K 


7 

7K 

7K 

8 

8 

8H 

8H 

9 

9 

9>, 
9K 

10 

10 

10K 
1 


3KU 

3M  UK 

4  12 

4K12K 

4M  13K 

5  14 


l?s 

IH 

2 

2 


2H 

3J, 

3M 

31, 
3', 
BJ4 


6K 

6K 


Us 

l« 

2  A 
2A 
2« 


3K 


7K 


IK 

IK 

IK 
IK 
IK 
IK 
IK 
IK 
2K 

2K 
2K 
2M 

1^5> 

2« 
2^ 
3H 

3U 
3H 


3K 

4K 
4H 


H 


ii 

H 

!.; 

l 

i  -.- 


3 
4 

4 
5 
6 

8 
9 

10 

11 
14 
15 
18 
19 
23 
27 

28 
35 

40 
47 

55 
65 
75 


121 


CARNEGIE    STEEL    COMPANY 


RECESSED    PIN    NUTS 

AMERICAN    BRIDGE    COMPANY    STANDARD 

All  Dimensions  in  Inches 

_Distaiice  between  Shoulders_ 
Distance  Jaehveen_Nuts  =  Grip 


To  obtain  grip,  add  Ty  for  each  bar.  l-t-J          Nuts  threaded  6  threads  per  inch. 

To  obtain  distance  between  shoulders,  add  amount  given  in  table  to  grip. 


Diameter  of  Pin, 
d 


Pin 


Thread 


Add 
to 
Grip 


Nut 


Diameter 


83  • 
" 


Pattern 
No. 


2, 


5,       *5j 
*5M,    6 

*6%;    7' 

8,  4>  *8J 

9 

10 


sy2 
f« 


2M 


13 


1.1 

1.7 

2.5 

3.7 

4.0 

6.2 

7.8 

9.9 

11.8 

14.3 

18.6 

23.8 

31.1 


PN21 
PN  22 
PN23 
PN24 
PN25 
PN26 
PN27 
PN28 
PN  29 
PN30 
PN31 
PN32 
PN33 


Pins  marked  *  are  special. 


COTTER    PINS 


AMERICAN    BRIDGE    COMPANY    STANDARD 

^ g. ^  All  Dimensions  in  Inches 


HORIZONTAL  OR  VERTICAL  PIN  FINISHED 


Pin 


Head 


Cotter 


HORIZONTAL  PIN  ROUGH  OR  FINISHED 


Pin 
Pi 


Cotter 


§* 

ill 

3M 


2y8 

2% 
2% 


4 

4M 


2M 
3 


122 


RIVETS 


STRUCTURAL  RIVETS 

AMERICAN     BRIDGE     COMPANY    STANDARD 

Dimensions  in  Inches 

4, 


/       VJ 


-1— -> 


*— -1%  — J 

'  ,-»%  -H| 

!'S5t~ 


"%- 


GENERAL  FORMULAS  FOR  PROPORTIONS  OF  RIVETS,  IN  INCHES 


* a 


Pull   driven  head,  diameter,  a=1.5  d  +  M" 

depth,         b=0.425a 
"       radius,        c=b 
"          "  "       radius,       e=1.5b 

^    Countersunk  head,  depth,         f=0.5d 

diameter,  g=l. 577  d 


123 


CARNEGIE    STEEL    COMPANY 


STRUCTURAL  RIVETS 

AMEKICAN    BRIDGE     COMPANY    STANDARD 

LENGTHS  OF  FIELD  RIVETS  FOB  VARIOUS  GRIPS 

Dimensions  in  Inches 
^Grip,  a^  j*  --Grip,  a*  ;<-Grip,  b— >;  *— Grip,  b — -»i 


— Length---*1       >* Length >" 


- — Length— J        <<- Length — 


Diameter 


124 


RIVETS 


STRUCTURAL  RIVETS 

AMERICAN    BRIDGE    COMPANY    STANDARD 

WEIGHT  IN  POUNDS 

PER  100  RIVETS  WITH  BUTTON  HEADS 

Length 

Diameter  of  Rivet,  Inches 

!Length              Diameter  of  Rivet,  Inches 

Under 

Under 

Head, 

l 

Head, 

i 

Inches 

% 

>, 

% 

»* 

% 

1 

m 

IV* 

Inches 

i 

% 

% 

1 

1% 

IVi 

5 

18 

33 

53 

78 

109 

146 

190 

252 

K 

18 

34 

r,4 

80  111 

149 

193 

256 

1J4       6 

12 

X 

19 

34 

55 

82  113 

152 

197 

260 

H 

7 

13 

% 

19 

35 

56 

83 

115 

155 

200 

265 

\' 

7 

13 

23 

35 

50 

68 

91 

130 

Yt 

20 

36 

57 

85 

118 

157 

204 

269 

H 

7 

14 

24 

36 

52 

71 

95  134 

H 

20 

36 

58 

86 

120 

160 

207 

273 

^4 

8 

15 

25 

37 

54 

74 

98 

139 

X 

20 

37 

60 

88 

122 

163 

211 

278 

15 

26 

39 

56 

77 

102 

143 

H 

21 

38 

61 

89 

124 

166 

214 

282 

2           9 

16 

27 

41 

58 

80 

105 

148 

6 

21 

38 

62 

91 

126 

169 

218 

287 

H      9 

17 

28J43 

60 

109 

152 

K 

22 

39 

63 

93 

128  171  222    291 

18 

29 

44 

62 

85 

112 

156       M      22 

40 

64 

94  130  174 

225 

295 

H    10 

18 

30 

40 

64 

88 

116  161        %      22 

40 

65 

96   132  177 

229 

300 

10 

19 

31 

i7 

67 

91 

119  165        }i 

23 

41 

66 

97   135  180 

232 

304 

Y*    11 

20 

32 

4'.) 

69 

93 

123 

169 

.  . 

23 

42 

07 

99  137 

182)236 

308 

5i    11 

20 

34 

50 

71 

96 

126  174 

X 

24 

43 

68 

100  i  139'  185  239 

313 

Ji 

11 

21 

35 

52 

73 

99 

130  178 

H 

24 

43 

69 

102   141   188  243 

317 

3 

12 

22 

36 

54 

75 

102  133  182 

7 

24 

44 

70 

104  143 

191 

246 

321 

IX 

12 

22 

37 

.">."> 

77 

105 

137 

187 

y* 

25 

45 

7L 

105   145 

194 

250 

326 

K 

13 

23 

38 

57 

79 

107  141 

191       y±    |25  45 

73 

107   147   196   253 

330 

% 

13 

24 

39 

58     81 

110  144 

195"     ys      26  46   74 

108   149  199  257 

334 

M 

13 

24 

40  60|    84 

113  148  200        1-2      26   47 

75 

110   152   202  260 

339 

14 

25 

41    01     8G  116  151 

204  1!     ys      26   47 

70 

111    154  205   204 

343 

Ji 

14 

26 

42 

63     88 

IIS'155 

208       X      27 

48 

77 

113  156  207 

267 

347 

K 

15 

27 

43 

64 

90  121 

158 

213  1     %      27 

49   78 

114 

158  210 

271 

352 

4 

15 

27 

44 

00 

92  124  162 

217 

8          27 

50    79 

116 

160  213 

274 

356 

M     15 

28 

45 

•  is 

94  127  165  221 

H      28 

50   80 

118 

162  216 

278 

360 

\i     16 

29 

47 

69 

9fl  1301  169  226 

M      28 

51 

81 

119 

164 

219 

281 

365 

%      16 

29 

48  71 

98  132!  172  230 

%      29152   82 

121 

166 

221 

285 

369 

*2        16 

30 

49    72   101 

135 

176 

234 

H      29  52   83 

122   169  224  288 

373 

5A     17 

31 

50   74   103 

138  179  239 

5A      29  53 

84 

124 

171  227  292 

378 

K 

17 

31 

51   75,!  105  141 

183  243 

X      30 

54 

86 

125 

173 

230 

295    382 

J6 

18 

32 

52   77  107 

143 

186247        Y*      30   54    S7    127 

175 

232 

299 

386 

Button  Heads 

Diameter  of  Rivets,  Inches 

%!%:%!%'  %     i   i  m 

IV* 

100  Heads  as  made  on  rivets,  Pounds.  .  . 

2.4      5.0      9.7     16.0    24.0    35.0    49.0 

78.0 

100  Heads  as  driven  in  work,  Pounds.  .  . 

1.9      4.0      7.5     12.5    18.5    27.0    37.5 

51.0 

125 


CARNEGIE   STEEL   COMPANY 


AMERICAN  BRIDGE  COMPANY 

SPECIFICATIONS  FOR  STEEL  STRUCTURES 

» 

DESIGN,   DETAILS  OF  CONSTRUCTION  AND  WORKMANSHIP 

ADOPTED    1912 

DESIGN 


1.  Loads.     The  steel  frame  of  all  structures  shall  be  designed 
so  as  to  safely  support  the  dead  and  live  loads.     The  dead  load  shall 
consist  of  the  weight  of  all  permanent  construction  and  fixtures, 
such  as  walls,  floors,  roofs,  interior  partitions,  and  fixed  or  permanent 
appliances.     The  live  load  shall  consist  of  movable  loads  on  floors, 
loads  due  to  machinery  or  other  appliances,  and  the  exterior  loads 
due  to  snow  on  the  roof  and  to  wind. 

2.  For  structures  carrying  traveling  machinery,  such  as  cranes, 
conveyors,  etc.,  25%  shall  be  added  to  the  stresses  resulting  from 
such  live  load,  to  provide  for  the  effect  of  impact  and  vibrations. 

3.  The  wind  pressure  shall  be  assumed  acting  horizontally  in 
any  direction  as  follows: — 

First:  For  finished  structures — A  pressure  of  20  pounds  per 
square  foot  on  the  sides  and  ends  of  buildings  and  on  the  vertical 
projection  of  roof  surfaces,  or 

Second:  In  process  of  construction — A  pressure  of  30  pounds 
per  square  foot  on  vertical  surfaces  and  the  vertical  projection  of 
inclined  surfaces  of  all  exposed- metal  or  other  frame  work. 

4.  Unit  Stresses.     All   parts  of  structures  shall  be  proportioned 
so   that   the  sum  of  the  dead  and  live  loads,  together    with   the 
impact,  if  any,  shall  not  cause  the  stresses  to  exceed  the  following 
amounts  in  pounds  per  square  inch: 

126 


CONSTRUCTION   SPECIFICATIONS 


Tension,  net  section,  rolled  steel 16000 

Direct  compression,  rolled  steel  and  steel  castings . . .  16000 
Bending,  on  extreme  fibers  of  rolled  shapes,  built 

sections,  girders,  and  steel  castings 16000 

Bending  on  extreme  fibers  of  pins 24000 

Shear  on  shop  rivets  and  pins 12000 

Shear  on  bolts  and  field  rivets 10000 

Shear — average — on  webs  of  plate  girders  and  rolled 

beams,  gross  section 10000 

Bearing  pressure  on  shop  rivets  and  pins 24000 

Bearing  on  bolts  and  field  rivets 20000 

The  pressure  per  linear  inch  on  expansion  rollers  shall  not  exceed 
600  times  the  diameter  of  rollers  in  inches. 

Axial  compression  of  gross  sections  of  columns,  for 

ratio  of  |  up  to  120 19000—100  -p 

with  a  maximum  of 13000 

where  1  =effective  length  of  members  in  inches, 

r=corresponding  radius  of  gyration  of  section  in 
inches. 

For  ratios  of  —  up  to  120,  and  for  greater  ratios  up  to  200,  use 

the  amounts  given  in  the  following  table.    For  intermediate  ratios, 
use  proportional  amounts. 


Ratio 


Amount 


Ratio 


Amount 


60 

70 

80 

90 

100 

110 

120 


13000 

12000 

11000 

10000 

9000 

8000 

7000 


130 
140 
150 
160 
170 
180 
190 


6500 
6000 
5500 
5000 
4500 
4000 
3500 


5.  For  bracing  and  combined  stresses  due  to  wind  and  other 
loading,  .the  permissible  working  stresses  may  be  increased  25^ — 
provided  the  section  thus  found  is  not  less  than  that  required  by  the 
dead  and  live  loads  alone. 

PROPORTION  OP  PARTS 

6.  General.     The    effective    or    unsupported    length   of    main 
compression  members  shall  not  exceed  120  times,  and  for  secondary 
members  200  times,  the  least  radius  of  gyration. 

127 


CARNEGIE  STEEL  COMPANY 


7.  In   proportioning   columns,   provision   must   be   made  for 
eccentric  loading. 

8.  In  proportioning  tension  members,  net  section  must  be  used. 
Rivet  holes  deducted  must  be  taken  %  inch  larger  than  the  nominal 
size  of  rivets. 

9.  Members  subject  to  the  action  of  both  axial  and  bending 
stresses  shall  be  proportioned  so  that  the  greatest  fiber  stress  will 
not  exceed  the  allowed  limits  in  that  member. 

10.  Members    subject    to    alternate    stresses    of    tension    and 
compression  shall  be  proportioned  for  the  stress  giving  the  largest 
section,  but  their  connections  shall  be  proportioned  for  the  sum  of 
the  stresses. 

11.  Girders.     Rolled  I-beams  and  channels,  and  built-up  members 
used  as  beams  and  girders  shall  be  proportioned  by  their  moments 
of  inertia. 

12.  Plate  girder  webs  shall  have  a  thickness  not  less  than  ^leo 
of  the  unsupported  distance  between  flange    angles.     The    webs 
shall  have  stiffeners,  generally  in  pairs,  over  bearings,  at  points  of 
concentrated  loading,  and  at  other  points  where  the  thickness  of 
the  web    is  less  than  y@o  of    the   unsupported  distance   between 
flange  angles,  generally  not  farther  apart  than  the  depth  of  the  web 
plate,  with  a  maximum  limit  of  six  (6)  feet. 

13.  The  lateral  unsupported  length  of  beams  and  girders  shall 
not  exceed  40  times  the  width  of  the  compression  flange.  When  the 
unsupported  length    (1)   exceeds   10  times  the  width    (b)   of    the 
compression  flange,  the  stress  per  square  inch  in  the  compression 

flange  shall  not  exceed  19000— 300p 

DETAILS  OF  STEEL  CONSTRUCTION 

14.  General.    Adjustable  members  in  any  part  of  structures  shall 
preferably  be  avoided. 

15.  Sections  shall  preferably  be  made  symmetrical. 

16.  No  connection,  except  lattice  bars,  shall  have  less  than  two  rivets. 

17.  Trusses    shall    preferably    be    riveted    structures.     Heavy 
trusses  of  long  span,  where  the   riveted   field  connections  would 
become  unwieldy,  or  for  other  good  reasons,  may  be  designed  as 
pin-connected  structures. 

18.  Abutting  joints  in  compression  members  faced  for  bearing 
shall  be  spliced  sufficiently  to  hold  the  connecting  members  accu- 
rately in  place.     All  other  joints  in  riveted  work,  whether  in  tension 
or  compression,  shall  be  fully  spliced. 

128 


CONSTRUCTION   SPECIFICATIONS 


19.  Lateral,  longitudinal  and  transverse  bracing  in  all  structures 
shall  preferably  be  composed  of  rigid  members,  and  shall  be  designed 
to  be  sufficient  to  withstand  wind  and  other  lateral  forces  when 
building  is  in  process  of  erection  as  well  as  after  completion. 

20.  Girders.     When  two  or  more  rolled  beams  are  used  to  form  a 
girder,  they  shall  be  connected  by  bolts  and  separators  at  intervals 
of  not  more  than  5  feet.     All  beams  having  a  depth  of  12  inches  and 
more  shall  have  at  least  two  bolts  to  each  separator. 

21.  The  flange  plates  of  all  girders  shall  be  limited  in  width,  so 
as  not  to  extend  more  than  6  inches  beyond  the  outer  line  of  rivets 
connecting  them  to  the  angles,  or  eight  times  the  thickness  of  the 
thinnest  plate. 

22.  Web  stiff eners  shall  be  in  pairs,  and  shall  have  a  close  bearing 
against  the  flange  angles.      Those  over  the  end  bearing  or  forming 
the   connection   between   girder   and   column   shall  be   on   fillers. 
Intermediate  stiffeners  may  be  on  fillers  or  crimped  over  the  flange 
angles. 

23.  Web  plates  of  girders  must  be  spliced  at  all  points  by  a 
plate  on  each  side  of  the  web,  capable  of  transmitting  the  full  stress 
through  splice  rivets. 

24.  Riveting.     The  minimum  distance  between  centers  of  rivet 
holes  shall  be  three  diameters  of  the  rivet;  but  the  distance  shall 
preferably  be  not  less  than  3  inches  for  %  inch  rivets,  2|^  inches 
for  %  inch  rivets,  2  inches  f or  %  inch  rivets,  and  1%  inches  for  Y^ 
inch  rivets.     The  maximum  pitch  in  the   line   of   the   stress   for 
members  composed  of  plates  and  shapes  will  be  6  inches  for  %  inch 
rivets,  6  inches  for  %  inch  rivets,  4^  inches  for  %  inch  rivets  and 
4  inches  for  3^  inch  rivets. 

25.  For  angles  in  built  sections   with  two  gauge  lines,   with 
rivets  staggered,  the  maximum  pitch  in  each  line  shall  be  twice  as 
great  as  given  above.     Where  two  or  more  plates  are  in  contact, 
rivets  not  more  than  12  inches  apart  in  either  direction  shall  be  used 
to  hold  the  plates  together. 

26.  The  minimum  distance  from  the  center  of  any  rivet  hole 
to  a  sheared  edge  shall  be  1%  inches  for  J^  inch  rivets,  134  inches 
for  %  inch  rivets,  13/g  inches  for  %  inch  rivets,  and  1  inch  for  Y2 
inch  rivets;  and    to    a    rolled    edge,    1J^,   1J4    1,  and    J^   inches, 
respectively. 

27.  The  maximum  distance  from  any  edge  shall  be  eight  times 
the  thickness  of  the  plate. 

129 


CARNEGIE  STEEL   COMPANY 


28.  The  pitch  of  rivets  at  the  ends  of  built  compression  members 
shall  not  exceed  four  diameters  of  the  rivets  for  a  length  equal  to 
one  and  one-half  times  the  maximum  width  of  the  member. 

29.  Latticing.     The  open  sides  of  compression  members  shall  be 
provided  with  lattice  bars,  having  tie  plates  at  each  end  and  at 
intermediate  points  where    the   lattice  is    interrupted.      The    tie 
plates  shall  be  as  near  the  ends  as 'practicable.      In  main  members 
carrying  calculated  stresses,  the  end  tie  plates  shall  have  a  length 
not  less  than  the  distance  between  the  lines  of  rivets  connecting 
them   to  the   flanges,  and  intermediate   ones  not  less  than   half 
this   distance.     Their  thickness  shall  not  be  less  than  one-fiftieth 
of  the  same  distance. 

30.  The  latticing  of  compression  members  shall  be  proportioned 
to  resist  a  shearing  stress  equal  to  2%  of  the  direct  stress.     The 
minimum  thickness  of  lattice  bars  shall  be  for  single  lattice,  one- 
fortieth,  and  for  double  lattice,  one-sixtieth  of  the  distance  between 
the  end  rivets.     Their  minimum  width  shall  be  as  follows: 

For  15  inch  channels,  or  built  sections  with 

33^  and  4  inch  angles 23/2  inches  (J/g  inch  rivets). 

For  12,  10  and  9  inch  channels,  or  built 

sections  with  3  inch  angles 2^  inches  (%  inch  rivets). 

For  8  and  7  inch  channels,  or  built 

sections  with  23^  inch  angles 2  inches  (%  inch  rivets). 

For  6  and  5  inch  channels,  or  built 

sections  with  2  inch  angles 1%  inches  (l/%  inch  rivets). 

31.  The  inclination  of  lattice  bars  with  the  axis  of  the  member 
shall  generally  be  not  less  than  45  degrees.     When  the  distance 
between  the  rivet  lines  in  the  flanges  is  more  than  15  inches,  if  a 
single  rivet  bar  is  used,  the  lattice  shall  be  double. 

32.  The  pitch  of  lattice  connections,  along  the  flange,  divided 
by  the  least  radius  of  gyration  of  the  member  between  connections, 
shall  be  less  than  the  corresponding  ratio  of  the  member  as  a  whole. 

33.  Pins.     Pin  holes  shall  be  reinforced  by  plates  where  necessary. 
At  least  one  plate  shall  be  as  wide  as  the  projecting  flanges  will 
allow;  where  angles  are  used,  this  plate  shall  be  on  the  same  side  as 
the  angles.     The  plates  shall  contain  sufficient  rivets  to  distribute 
their  portion  of  the  pin  pressure  to  the  full  cross  section  of  the 
member. 

34.  Pins  shall  be  long  enough  to  insure  a  full  bearing  of  all  parts 
connected    upon    the    turned-down    body    of    the    pin.     Members 
packed  on  pins  shall  be  held  against  lateral  movement. 

130 


CONSTRUCTION   SPECIFICATIONS 


WORKMANSHIP 

35.  General.     The   workmanship    shall    be    equal    to    the    best 
practice  in    modern  structural   works.      Shearing   shall   be   done 
accurately,  and  all  portions  of  the  work  exposed  to  view  shall  be 
neatly  finished. 

36.  Punching.     The  diameter  of  the   punch  shall  not   be   more 
than  VIG  inch,  nor  that  of  the  die  more  than  y%  inch,   larger  than 
the  diameter  of  the  rivet.     Punching  shall  be  done  accurately,  but 
an  occasional  slight  inaccuracy  in  the  matching  of  holes   may  be 
corrected  with  reamer.     Drifting  to  enlarge  unfair  holes  will  not 
be  allowed. 

37.  Riveting:.     The  size  of  rivets  shall    be  as    called  for  on  the 
plans.     Rivets  shall  be  driven  by  pressure  tools  wherever  possible. 
Pneumatic  hammers  shall  be  used  in  preference  to  hand  driving. 
Rivets  shall  look  neat  and  finished,  with  heads  of  approved  shape, 
full  and  of  equal  size.     They  shall  be  centered  on  the  shank  and 
shall  grip  the  assembled  pieces  firmly. 

38.  Assembling:.     Riveted    members    shall    have    all    parts    well 
pinned  up  and  firmly  drawn  together  with  bolts  before  riveting 
is    commenced.     Contact  surfaces  shall   be    painted.      Abutting 
joints  shall  be  cut  or  dressed  true  and  straight  and  fitted  closely 
together.     In  compression  joints  depending  on  contact  bearing,  the 
surfaces  shall  be  truly  faced,  so  as  to  have  even  bearing  after  they 
are  riveted  up  complete  and  when  perfectly  aligned.     The  several 
pieces  forming  one  built  member  shall  be    straight    and    shall    fit 
closely  together,  and  finished  members  shall  be  free  from  twists, 
bends  or  open  joints. 

39.  Eye  Bars.    Eye  bars  shall  be  straight  and  true  to  size,  and 
shall  be  free  from  twists,  folds  in  the  neck  or  head,  or  any  other 
defect.     Heads  shall   be   made   by   upsetting,    rolling   or   forging. 
Welding  will  not  be  allowed.     Before  boring,  each  eye  bar  shall  be 
perfectly  annealed  and  carefully  straightened.     Pin  holes  shall  be 
in  the  center  line  of  bars  and  in  the  center  of  heads.     Bars  of  the 
same   length   shall   be    bored    so   accurately   that,    when   placed 
together,  pins  %2  inch  smaller  in  diameter  than  the  pin  holes  can 
be  passed  through  the  holes  at  both  ends  of  the  bars  at  the  same 
time. 

40.  Pins.     Pins  and  rollers  shall  be  turned  accurately  to  gauges, 
and  shall  be  straight,  smooth  and  entirely  free  from  flaws.    Pin  holes 
shall  be  bored  true  to  gauges,  smooth  and  straight,  at  right  angles 
to  the  axis  of  the  member  and  parallel  to  each  other,  unless  other- 

131 


CARNEGIE  STEEL   COMPANY 


wise  called  for.  Wherever  possible,  the  boring  shall  be  done  after 
the  member  is  riveted  up.  The  distance  from  center  to  center  of 
pin  holes  shall  be  correct  within  %2  inch,  and  the  diameter  of  the 
hole  not  more  than  %o  inch  larger  than  that  of  the  pin  for  pins 
up  to  5  inches  diameter,  and  ^32  inch  for  larger  pins. 

41.  Bed  Plates.     Expansion  bed  plates  shall  be  planed  true   and 
smooth.     The  cut  of  the  planing  tool   shall  correspond    with   the 
direction  of  expansion. 

42.  Annealing.     Steel,   except  in   minor  details,  which  has  been 
partially  heated,  shall  be  properly  annealed.     Welds  in  steel  will 
not  be  allowed.     All  steel  castings  shall  be  annealed. 

43.  Painting.     Steelwork,    before    leaving    the    shop,    shall    be 
thoroughly  cleaned  and  given  one  good  coating  of  such  paint   as 
may  be  called  for,  well  worked  into  all  joints  and  open  spaces. 

44.  In  riveted  work,  the  surfaces  coming  in  contact  shall  be 
painted  before  being  riveted  together. 

45.  Machine  finished  bearing  surfaces  coming  in   contact    with 
similar  surfaces  should  be  coated  with  white  lead  and  tallow  before 
shipment. 

46.  inspection.     The  manufacturer  shall  furnish  all  facilities  for 
inspecting  and  testing  the  weight,  quality  of   material  and     work- 
manship.    He  shall  furnish  a  suitable  testing  machine  for  testing 
the  specimens,  as  well  as  prepare  the  pieces  for  the  machine  free  of 
charge. 

47.  He  shall  give  the  inspector  for  the  purchaser  free  access 
to  all  parts  of  the  works  where  the  material  under  inspection  is 
manufactured. 


132 


ELEMENTS   OF  SECTIONS 


ELEMENTS  OF  SECTIONS 

DEFINITIONS 

In  the  computations  of  structural  designing,  certain  mathematical 
expressions  are  used  to  designate  the  values  of  structural  shapes  in 
the  various  conditions  under  which  they  are  subjected  to  stress. 
In  the  pages  which  immediately  follow,  these  values,  usually  called 
properties,  are  given  in  United  States  measurements  for  shapes 
common  in  structural  designs,  and  are  defined  as  follows: — 

A— Area  of  Section,  expressed  in  square  inches. 

r— Radius  of  Gyration.  The  distance  in  inches  from  the  center  of 
moments  of  a  section  to  the  point  or  line  at  which  its  area  is  consid- 
ered concentrated.  The  radius  of  gyration  of  a  section  referred 
to  any  axis  is  always  the  square  root  of  the  moment  of  inertia 
of  the  section  referred  to  that  axis  divided  by  the  area. 

I— Moment  of  Inertia.  The  summation,  expressed  in  inches  to  the 
fourth  power,  of  the  products  of  the  elementary  areas  of  a  section 
by  the  squares  of  their  distances  from  its  center  of  gravity  or 
other  axis  assumed  for  purposes  of  computation. 

s— Section  Modulus.  The  moment  of  inertia  divided  by  the  distance 
(n)  from  the  axis  of  moments  to  the  extreme  fiber.  In  an  unsym- 
metrical  section  there  are  two  section  moduli  for  each  axis  of 
moments,  the  least  of  which  determines  the  safe  unit  stress. 

Neutral  Axis.  Axis  of  moments  through  center  of  area. 

x  and  y.  The  distance  or  distances  in  an  unsymmetrical  section 
from  the  back  or  working  line  of  the  section  to  the  center  of  gravity 
of  the  section. 

The  section  modulus  is  used  to  determine  the  stress  in  the  extreme 
fiber  of  a  shape  subject  to  bending  by  dividing  the  bending  moment 
by  the  section  modulus,  both  expressed  in  like  units  of  measurement. 
It  is  also  used  vice  versa  in  the  selection  from  a  table  of  shapes  of 
the  proper  section  required  to  support  a  load  by  dividing  the  bend- 
ing stress  by  the  allowable  fiber  stress,  both  in  like  units  of  weight. 

The  radius  of  gyration  is  used  to  ascertain  the  safe  load  any 
section  or  shape  will  sustain  when  used  in  compression  as  a  strut 
or  column.  The  unbraced  length  of  the  section  divided  by  the 
radius  of  gyration  is  denominated  the  ratio  of  slenderness. 

The  elements  of  steel  sections  are  based  upon  the  theoretical 
dimensions  given  in  the  pages  which  precede.  No  account  has  been 
taken  of  fillets  or  rounded  corners,  neither  have  any  approximations 
entered  into  any  of  the  calculations. 

133 


CARNEGIE    STEEL    COMPANY 


SQUARE  A       = 

Axis  of  moments  through  center 

X        = 


Si- 


da 
d_ 

d* 
12 
ds 

— 

d 

V12 


=0.288675d 


SQUARE 
Axis  of  moments  on  base 


!*.._ 


A 
x 

Ii-i 


d 
JLL 

3 
da 


-d— -*• 


=0.577350d 


SQUARE 
Axis  of  moments  on  diagonal 


Ii-i 

Si-i 


V2 

d* 


d 


=0.707107d 


=0.117851  d3 


i-i    =      -7ff==0.288675d 


HOLLOW  SQUARE 
Axis  of  moments  through  center 


1  d 


HOLLOW  SQUARE 
Axis  of  moments  on  diagonal 


0.117851 


134 


ELEMENTS   OF  SECTIONS 


RECTANGLE 
Axis  of  moments  through  center 

A 

=       bd 
_      A 

'1  fl 

x 

i                           i 

Ii-i 

Si-! 

2 
bda 
12 
bds 
=       ~6~^ 
d 

U         h          >^ 

ri-t 

^12~  -  0.288675d 

RECTANGLE 
Axis  of  moments  on  base 

A 

=       bd 

?                                  + 
-                               d 
1*                                *i 

x 
Ii-i 

Si-i 

=       d 
bd8 
-3— 
_       bds 

d 

U—  -b---^' 

ri-i 

=       ^T*  =  0.577350d 

RECTANGLE 
Axis  of  moments  on  diagonal 

/v, 

/\  d- 

A 
x 

=       bd 
bd 
-^  b2+da 
bs  d» 

i                >s/    b 

li-i 
81-1 

6  (b2+ds) 
ba  da 

bd    

X/ 

TI-! 

=       V  6  (b2+d2) 

RECTANGLE 
Axis  of  moments  any  line 
through  center  of  gravity 
/K 

A 

=       bd 
b  sin  a  +  d  cos  a 

>/      \  d- 

2 
bd  (b»  sin2  a  +  d2  cos2  a) 

hSLy^KX* 

1-1 

q 

12 

bd  (b2  sin2  a  +  d2  cos2  a) 

X          \     y^-^ 

HI-I 

6  (b  sin  a  4-  d  cos  a) 

t  __\/^    -b 

-\  1  b2  sin2  a  +  d2  cos2  a 

Xv^ 

Tl-1 

-  \                       12 

HOLLOW  RECTANGLE 
Axis  of  moments  through  center 

A 

=       bd-  bi  di 

I 

.*br- 

Ti  i 

2 
bd»-bi  di» 

JT                                 Id 
di 
x 

q 

12 
bds-bx  dis 

6d 

VbdMth  di» 

»—  -b  —  -* 

TI-I 

12  (bd-bi  di) 

135 


CARNEGIE    STEEL    COMPANY 


TRIANGLE 
Axis  of   moments   through 
center  of  gravity 

*          /        \ 

A            ^- 
A               2 

x      =    f-                          Xl=_d 

Jl-1=    "36^" 
Si-i=    -34— 

d 
n-1=   "^=  =  0.235702d 

\/                \   *  1 

1*  b  J 

TRIANGLE 
Axis  of  moments  on  base 

A     =    -¥- 

X        =       d 

bds 
Ii-i  —      12 

d 
n-j  =     ~r^=  =  0.408248d 

i  *   /                              \        *T 

L-.b~-J 

TRAPEZOID 
Axis  of  moments   through 
center  of  gravity 

,              d(b  +  bi) 

d  (b  +  2bi) 
<3  (b  +  bi) 

A     •                  2 
d(bi  +  2b) 
:    3(b  +  bi) 

d3  (b2  +  4  bbi  +  bia) 

i  i     /             \  i 

36  (b  +  bi) 

*fi/              V   i 

12  (bi  -f  2  b) 

L-.-.b-—  J 

d            ^/  ?  (^2  _L  4  bb 

ibx2) 

11-1         6  (b  +  bi) 

TRAPEZOID 
Axis  of  moments  on  base 

d  (b  -f  bi) 

A                      2 
x      =     d 
d«  (b  -f  3  b  i) 

Ii-i                  12 
d2  (b  +  3  bi) 

12 

!                      ! 

REGULAR  POLYGON 
Axis  of  moments  through 
center 

a-2  V(  R2-R2)  **          ^ 

n     =     Number  of  Sides 
A     =     M  na2  cot  <f>  =^z  nR2  sin  2  0  =  nR52  tan^ 
a                                   a 

2  sin  $                           2  tan  0 
A  (6  R2-a2)                    A  (12  Rt2  +  a2) 

ll-l                            24                       A2-2 

A(6R2-a2)                      A(l 

48 

24R 

48Ri 

r    t  -y/  6  R2—  a2     r,,  „  .    -\  / 

12  Ri2  -|-  a2 

24 

48 

136 


ELEMENTS    OF    SECTIONS 


CIRCLE 
Axis  of  moments 
through  center 

£2 

X        = 

1*1-1= 

d 
2 

1^44-  =  0.049087  d* 

^d3     =  0.098175  d» 
d  

4 

HOLLOW  CIRCLE 
Axis  of  moments 
through  center 

A     = 
x     = 

TT  (d—  dt2)  _  0<785398  (d2-di2) 

d 
2 

u_/y5\v 

1  1-1  = 

*"  ((64^l4)  =  O-049087  (d*-di4) 

^    \\l/y 

Si-i  — 

o_Cl                                                      U 

»       x^^^X 

\  d2  +  di2 

ri-i= 

4 

HALF  CIRCLE 
Axis  of  moments  through 
center  of  gravity 

A     = 

X       == 

y^2      =  0.392699  d2 
d(367T4)     =°-287793d-    xi  —  gd  —  0.212207d 

<J4(9  7|-2_64) 

x       /                N^       d 

Il-l- 

d3(97T2-64)             00"C33cd3 

i  d—  -  J 

01-1  — 
ri-i= 

192(37T-4)           0.0z-3830d3 
d  A/(97r2-64)     =  0.132168  d 

127T 

HOLLOW 
HALF  CIRCLE 

A     = 

^^S^1^  =  °-392699  (d2-41!2) 
2  (d3—  di3)                 3  IT  d  (d2—  di2)—  4  (d3—  di«) 

Axis  of  moments  through 
center  of  gravity 

3  7T   (d2-d!2)        Xl  —                  6  7T    (d2-dl2) 

9  IT-  (d*-di*)  (d2-di2)-64    (ds-di3)2 

^fcSj^j 

Ii-i  — 
Si-i= 

^         1152  rr  (da-di2) 
-J-  if  x  >  xi     S!-i=  -^-  if  xi  >  x 

I   •—  -di  —  »   i 

1           1  9  if2  (d4—  di4)    (d2—  di2)-64  (d^-di8)2 

W~~d-  ' 

1  X 

"  V                          (d«-di»)« 

ELLIPSE 
Axis  of  moments 
through  center 

A     = 

^y1      =  0.785398  ddi 
d 

t       \           / 

t        ^..  «/         .t 

x     = 

Si-i= 

"2~ 
y  ^dl     =  0.049087  d»  di 

^^  dl     =  0.098175  d*  di 
^ 

w...  dr-J 

rt-i= 

~4~ 

137 


CARNEGIE    STEEL    COMPANY 


i:i 


m    n 

— 1 
"1 


BEAM 
A     =         dt  +  2a(m+n) 

X       =  -o- 


.«L_n    j, 


Ii-i= 


I2-2= 


4(m-n) 


12 


(b*-t*) 


2 

ri, 


1* 


m    n    ~} 


c     d 


CHANNEL 
A    =        dt  +  a  (m+n) 

=        — 

b2n  +  -T5 — h- 


(b+2t) 


I2-2= 


-Ays 


ix-H 


ZEE 
A    =        t(d+2a) 

«  =    4 


ii 

t  —           4 

•'i-i 

!       ( 

K 

\    i  i 

n  i  i 

y   = 


2a  = 


(b2-bt) 


18-3  = 


bd3-a(d-2t)3 
12 

d(b+a)3-2a3c-6ab2( 
12 

I2-2 


Jp, 
2 


cos  2  a 

cos2a-I2-2  sin2a 
cos  2a 


138 


ELEMENTS  OF  SECTIONS 


2 

i»-  y-J 

EQUAL  A 

A       = 

NGLE 

t  (b+c) 
2(b+c) 

X 

45° 
t(b-x)8+bx»-a  (x-t)« 

\ 

>r  )i 

y      = 

/*                          a        = 

/         c  i 

/     "tt                                     T,   , 

X  i_j 

3 
Ii-i 

/  ;               ,'^3                          3"3 

a  >{ 

12 

K  ,.  fo-d  >, 

2 

12 

UNEQUAL 
2                                          . 

i*-  y-*j 

x        = 

ANGLE 

t(b+c) 

t(b+2c)+c2     ^^_ 
2(b+c) 

t(2a+d)+a«    /__ 
2(a+d) 

t[(2y-t)d(d-2x)  +a(2x-t)(b+t-2y)] 

8\ 

\ 

IT—  —  ^ 

-T    ^ 

y      = 

,      Tan2o= 
c     d 

\!  .^^  <*•                 ii-i  = 

f  —  '-' 

1  \                 * 

2di-i-I2-2) 
t(d-x)«+bx3-a(x-t)8 

3 

t(b-y)8+dy«-c(y-t)» 
3 

4  ;       ;  \       i  t  «,  _ 

I2-2cos2a-I1.1sin2a 

Li8 

cos  2a 

Ii-icos2g-l2-2sin2a 
cos  2a 

•f-  a'          "1                                     T               _ 

...I,                                                       A*'4 

2                                             TEE 

^_   h  -  4  -          •-   -»i 

*] 

A        = 

CVVJ";   +mt+a(m+n) 
6an2+2a(m-n)  (m+2n)+3td2-€(t-u)  (3d-e) 

1'  — 

itFl1  '  " 

6A 
b 

TT 

e8(3u+t)+4bm8-2a(m-n)8 

e        d      II'1 

I2-2   — 

i.                  *    -_i 

12 
a(m-n)[2a2+(2a+3t)2] 
36 
,   e(t-u)[(t-u)2+2(t-f2u)2] 

Jr 

144 

139 


CARNEGIE  STEEL   COMPANY 


COMPOUND   SECTIONS 

MOMENTS  OP  INERTIA,  SECTION  MODULI,  AND  RADII  OP  GYRATION 
The  moment  of  inertia  of   a  compound  section  about  i  ts  neutral  axis  is  equal  to  the  sum  of 
the  moment  of  inertia,  I,  of  the  component  parts  about  axes  through  their  own  centers  of  gravity, 
plus  the  areas  A,  of  the  component  parts  multiplied  by  the  squares  of  the  distances  d,  of  their 
own  centers  of  gravity  from  the  neutral  axis  of  the  compound  section,  or 

2,228"  Moment  of  Inertia     Ii  =  I+Ad2 

s£\  i    r-i-x  TI 

— r  Section  Modulus         Si  =  — — 


1.75 


Radius  of  Gyration    ri  = 


3     S         EXAMPLE  1. 


Required  the  moments  of  inertia  and  the 
|  flection  moduli  about  axes  1-1  and  2-2  of  a  compound 
-  section  to  be  used  as  a  girder,  composed  of 


AXIS  1-1 


Plate      =  1  x 


t-i  of  4-6"x4"x6, 
Ad2  of  4-6"x4"x^ 
Ii-i  of  1-33'W 

Ii-i  of  2-14"xM" 

Moment  of  Inertia,  gross  section 
Section  Modulus,         "        "  = 

AXIS  2-2    I2.2  of  4-6"x4"x^"  Angles     =  4  x 
V'W         "        =  4  x 


1  Web  Plate 

4  Flange  Angles       6"x4"x^" 

2  Flange  Plates      14"x%" 

baaing  the  properties  on  the  gross  area  of  the  section. 

Determine  the  distances,  of  the  center  lines  of  gravity  of 
plates  and  angles,  from  the  neutral  axes  of  the  compound 
section,  from  the  dimensions  given,  then  for 

=  4  x  7.52         =       30.08   Inches  * 

=  4  x    5.86x15.722       =    5792.45 
0.50x  3 


—  =  1497.38 

14x075*  =  0.98 

=  2x  10.50'x  17.1252  =  6158.58 
13479.48"" 


13479.48  Inches  * 
770.26  Inches  » 


of 


I2- 


Plate 


, 


33x0.503 


I2-2  of  2-14"x%"       "  =  2  x 

Moment  of  Inertia,  gross  section 
Section  Modulus,        "        " 


549.47 


84.28  Inches  4 
121.85 

0.34       " 
343.00       " 
549.47  Inches  * 
78.50  Inches  s 


If  it  is  desired  to  calculate  the  properties  of  the  net  section,  viz.,  to  deduct  the  area  of  the  rivet 
holes,  proceed  as  follows,  assuming  that  y%"  holes  for  ^"rivets  are  to  be  deducted  and  that  not  more 
than  one  rivet  will  be  driven  in  any  one  leg  of  the  angles  in  the  same  plane  of  the  section. 

AXIS  1-1    1 1-1  of  gross  section  =    13479.48  Inches  * 


Deduct 


i-i  of  4-0,S75"xl.375"Rectangles=  4  x 


0.875xl.375« 
12 


4  x  1.203x16.81252 


=  2x- 


Ad20f4-0.875"xl.375'/ 

Ii_iof2-0.875"xl.75" 

Ad20f2-0.875"xl.75"         "         =        2x1.531x14.252  = 

Moment  of  Inertia,  net  section 

Section  Modulus,      "        "    = 

AXIS  2-2    Is-2  of  gross  section 

Deduct         Ia-2of  4-0.875"xl.375"Rectangles=4  x  1-3751X2°-8753     = 

Ad20f4-0.875"xl.375"         "        =4x1.203x3.752     = 

I2-2of2r0.875"xl.75"  "        =2  x 


1.75x0.8753 
12 


11496.59 
17.50 


0.76 

1360.16 

0.20 

621.77 


Moment  of  Inertia,  net  section 
Section  Modulus,         "        " 


480.71  _ 


11496.59  Inches  * 
656.95  Inches  » 
549.47  Inches  * 
0.31       " 
67.67       " 
0.78      " 
480.71  Inches  4 
68.67  Inches  " 


140 


ELEMENTS   OF   SECTIONS 


COMPOUND  SECTIONS— Concluded 

EXAMPLE  2.  Required  the  moments  of  inertia  and  radii  of 
gyration  about  axes  1-1  and  2-2  of  a  column  section  composed 
as  follows : — 

2  Channels          12"x30  pounds  per  foot, 
2  Flange  Plates  14"*%", 

i_  ,  properties  to  be  based  on   the  gross  section,   no  deduction 

being  made  for  holes. 

Determine  the  distances,  d,  of  center  lines  of  gravity  for 
the  various  sections  from  the  neutral  axes  1-1  and  2-2,  in 
accordance  with  the  dimensions  given,  then  for 


U 


of  2-12"Channels301bs.=  2x 
In  of  2-14"x&"  Plates  =  2  x 
Ads  of  2-14"xM"  "  =  2  x  10.5  x  6.3752  == 


161.65         =     323.30    Inches  * 


853.45 


Moment  of  Inertia,  gross  section 
Radius  of  Gyration,    "       "     = 


1177.73 
5.52 


Inches  * 
Inches 


AXIS  2-2    Ia-2  of  2-12"  Channels  30  lbs.=  2x    5.22  =       10.44   Inches* 

Ad-'   of  2-12"Channels301bs.=  2x    8.82x4.1642=     305.86 

1-2-2  of  2-14"xM"   Plates 


Moment  of  Inertia,  gross  section 
Radius  of  Gyration,  "         "     = 


=      343.0        " 

659.30  Inches* 
=        4.13  Inches 


EXAMPLE  3.    Required   the  radii  of  gyration   about  axes    1-1 
r't       and  2-2  of  a  strut  section  composed  as  follows : — 
^  4^6"x4"x%"  Angles  latticed  by  %"^bam, 

properties  to  be  based  on  the  gross  section  of  angles,   no   deduc- 
-*-l    tions  being  made  for  rivet  holes  nor  any  allowance  for  lattice  bars. 

Determine  the  distances,  d,  of  center  lines  of  gravity  of  angles 
from  neutral  axes  1-1  and  2-2  in  accordance  with  the  dimensions 
given,  then  for 


AXIS  1-1 


AXIS  2-2 


Ii-i    of  4-6"x4"x^"  Angles  =  4x4.90  =       19.60    Inches* 

Ad«  of  4-6"x4"x^"       "       =   4  x  3.61  x  5.062     =     369.72 
Moment  of  Inertia,  gross  section 


Radius  of  Gyration,      " 


=         5. 


389.32  Inches 
Inches 


From  tables  of  radii   of  gyration  for   2   angles  placed   back  to   back, 
page  166,  r2-a  of  4-6"x4"x%"  angles  =  2.87  Inches. 

Where  sections  are  assembled  without  any  web  or  flange  plates,  as,  for  example,  latticed 
channel  columns  or  latticed  angle  struts,  the  radius  of  gyration,  n  can  be  readily  obtained 
without  considering  the  moment  of  inertia  from  the  radius  of  gyration,  r  of  one  section  about 
the  neutral  axis,  and  the  distance,  d,  between  the  center  of  gravity  of  the  section  and  the 
neutral  axis  parallel  to  the  axis  of  section. 

ri  _V£^,*..-i^i<«**», 

Thus,  in  the  above  example, 

m  =   ^5.062+1.172  =  5.19  Inches 


141 


CARNEGIE    STEEL    COMPANY 


ELEMENTS  OF  STRUCTURAL  BEAMS 

,-T, 

12 

Section 
Index 

Depth 
of 
Beam 

Weight 
per 
Foot 

Area 
of 

Sec- 
tion 

Width 
of 
Flange 

Thick- 
ness of 
Web 

Axis  1-1 

Axis  2-2 

I 

r 

S 

I     |     r 

S 

In. 

Lba. 

In.2 

In. 

In. 

In* 

In. 

In.3 

In> 

In. 

In.3 

B31 

27 

83.0 

24.41 

7.500 

0.424 

2888.6 

10.88 

214.0 

53.1 

1.47 

14.1 

B24 

24 

115.0 
110.0 
105.0 

33.98 
32.48 
30.98 

8.000 
7.938 

7.875 

0.750 
0.688 
0.625 

2955.5 

2883.5 
2811.5 

9.33 

9.42 
9.53 

246.3 
240.3 
234.3 

83.2 
81.0 
78.9 

1.57 
1.58 
1.60 

20.8 
20.4 
20.0 

B    1 

24 

100.0 
95.0 
90.0 
85.0 
80.0 

29.41 
27.94 
26.47 
25.00 
23.32 

7.254 
7.193 
7.131 
7.070 
7.000 

0.754 
0.693 
0.631 
0.570 
0.500 

2379.6 
V2309.0 
2238.4 
2167.8 
2087.2 

9.00 
9.09 
9.20 
9.31 
9.46 

198.3 
192.4 
186.5 
180.7 
173.9 

48.6 
47.1 
45.7 
44.4 
42.9 

1.28 
1.30 
1.31 
1.33 
1.36 

13.4 
13.1 
12.8 
12.6 
12.3 

B32 

24 

69.5 

20.44 

7.000 

0.390 

1928.0 

9.71 

160.7 

39.3 

1.39 

11.2 

B  33 

21 

57.5 

16.85 

6.500 

0.357 

1227.5 

8.54 

116.9 

28.4 

1.30 

8.8 

B    2 

20 

100.0 
95.0 
90.0 
85.0 
80.0 

29.41 
27.94 
26.47 
25.00 
23.73 

7.284 
7.210 
7.137 
7.063 
7.000 

0.884 
0.810 
0.737 
0.663 
0.600. 

1655.6 
1606.6 
1557.6 
1508.5 
1466.3 

7.50 

7.58 
7.67 
7.77 
7.86 

165.6 
160.7 
155.8 
150.9 
146.6 

52.7 
50.8 
49.0 
47.3 
45.8 

1.34 
1.35 
1.36 
1.37 
1.39 

14.5 
14.1 
13.7 
13.4 
13.1 

B    3 

20 

75.0 
70.0 
65.0 

22.06 
20.59 
19.08 

6.399 
6.325 
6.250 

0.649 
0.575 
0.500 

1268.8 
1219.8 
1169.5 

7.58 
7.70 

7.83 

126.9 
122.0 
117.0 

30.3 
29.0 
27.9 

1.17 
1.19 
1.21 

9.5 
9.2 
,8.9 

B81 

18 

90.0 
85.0 
80.0 
75.0 

26.47 
25.00 
23.53 
22.05 

7.245 
7.163 
7.082 
7.000 

0.807 
0.725 
0.644 
0.562 

1260.4 
1220.7 
1181.0 
1141.3 

6.90 
6.99 
7.09 
7.19 

140.0 
135.6 
131.2 

126.8 

52.0 
50.0 

48.1 
46.2 

1.40 
1.42 
1.43 
1.45 

14.4 
14.0 
13.6 
13.2 

B80 

18 

70.0 
65.0 
60.0 
55.0 

20.59 
19.12 
17.65 
15.93 

6.259 
6.177 
6.095 
6.000 

0.719 
0.637 
0.555 
0.460 

921.2 
881.5 
841.8 
795.6 

6.69 
6.79 
6.91 
7.07 

102.4 
97.9 
93.5 

88.4 

24.6 
23.5 
22.4 
21.2 

1.09 
1.11 
1.13 
1.15 

7.9 
7.6 
7.3 
7.1 

B34 

18 

46.0 

13.53 

6.000 

0.322 

733.2 

7.36 

81.5 

19.9 

1.21 

6.6 

B    5 

15 

75.0 
70.0 
65.0 
60.0 

22.06 
20.59 
19.12 
17.67 

6.292 
6.194 
6.096 
6.000 

0.882 
0.784 
0.686 
0.590 

691.2 
663.7 
636.1 
609.0 

5.60 

5.68 
5.77 

5.87 

92.2 

88.5 
84.8 
81.2 

30.7 
29.0 

27.4 
26.0 

1.18 
1.19 
1.20 
1.21 

9.8 
9.4 
9.0 

8.7 

B    7 
B  35 

15 
15 

55.0 
50.0 
45.0 
42.0 

36,0 

16.18 
14.71 
13.24 
12._48 

10.63 

5.746 
5.648 
5.550 
5.500 

5.500 

0.656 
0.558 
0.460 
0.410 

0.289 

511.0 

483.4 
455.9 
441.8 

405'  1 

5.62 
5.73 

5.87 
5.95 

6.17 

68.1 
64.5 
60.8 
58.9 

54.0 

17.1 
16.0 
15.1 
14.6^ 

13.5 

1.02 
1.04 
1.07 
,1.08 

1.13 

5.9 
5.7 
5.4 
5.3 

4.9 

142 


ELEMENTS    OF    SECTIONS 


ELEMENTS  OF  STRUCTURAL  BEAMS—  Concluded 

1  2 

1  IT 

'2 

Section 
Index 

Depth 
of 
Beam 

Weight 
Foot 

Area 
of 

Sec- 
tion 

Width 
of 
Flange 

Thick- 
ness of 
Web 

Axis  1-1 

Axis  2-2 

I 

T 

S 

I 

r 

S 

In. 

Lbs. 

In.2 

In. 

In. 

In* 

In. 

In.8 

In* 

In. 

In.« 

B    8 

12 

,55.0 
50.0 
45.0 
40.0 

16.18 
14.71 
13.24 
11.84 

5.611 
5.489 
5.366 
5.250 

0.821 
0.699 
0.576 
0.460 

321.0 
303.4 

285.7 
269.0 

4.45 
4.54 
4.65 
4.77 

53.5 
•5TT6 
47.6 
^44.8 

17.5 
16.1 
14.9 
13.8- 

1.04 
1.05 
1.06 
1.08 

6.2 
5.9 
5.6 
5.3 

B    9 

12 

35.0 
31.5 

10.29 
9.26 

5.086 
5.000 

0.436 
0.350 

228.3 
215.8 

4.71 
4.83 

38.0 
36.0 

10.1 
9.5 

0.99 
1.01 

4.0 

3.8 

B36 

12 

27.5 

8.04 

5.000 

0.255 

199.6 

4.98 

33.3 

8.7 

1.04 

3.5 

B  11 

10 

40.0 
35.0 
30.0 
25.0 

11.76 
10.29 
8.82 
7.37 

5.099 
4.952 
4.805 
4.660 

0.749 
0.602 
0.455 
0.310 

158.7 
146.4 
134.2 
122.1 

3.67 
3.77 
3.90 
4.07 

31.7 
29.3 
26.8 
24.4 

9.5 

8.5 
7.7 
6.9 

0.90 
0.91 
0.93 
0.97 

3.7 
3.4 
3.2 
3.0 

B37 
B  13 

10 

- 

9 

22.0 

35.0 
30.0 
25.0 
21.0 

6.52 

10.29 
8.82 
7.35 
6.31 

4.670 

4.772 
4.609 
4.446 
4.330 

0,232 

0.732 
0.569 
0.406 
0.290 

113.9 

111.8 
101.9 
91.9 
84.9 

4.18 

3.29 
3.40 
3.54 
3.67 

22.8 

24.8 
22.6 
20.4 
18.9 

6.4 

7.3 
6.4 
5.7 
5.2 

0.99 

0.84 
0.85 
0.88 
0.90 

2.7 

3.1 
2.8 
2.5 
2.4 

B  15 

8 

25.5 
23.0 
20.5 
18.0 

7.50 
6.76 
6.03 
5.33 

4.271 
4.179 
4.087 
4.000 

0.541 
0.449 
0.357 
0.270 

68.4 
64.5 
60.6 
56.9 

3.02 
3.09 
3.17 
3.27 

17.1 
16.1 
15.2 

14.2 

4.8 
4.4 
4.1 
3.8 

0.80 
0.81 
0.82 
0.84 

2.2 
2.1 
2.0 
1.9 

B38 

8 

17.5 

5.15 

4.330 

0.210 

58.3 

3.37 

14.6 

4.5 

0.93 

2.1 

B  17 

7 

20.0 
17.5 
15.0 

5.88 
5.15 
4.42 

3.868 
3.763 
3.660 

0.458 
0.353 
0.250 

42.2 
39.2 
36.2 

2.68 
2.76 
2.86 

12.1 
11.2 
10.4 

3.2 
2.9 
2.7 

0.74 
0.76 
0.78 

.7 
.6 
.5 

B  19 

6 

17.25 
14.75 
12.25 

5.07 
4.34 
3.61 

3.575 
3.452 
3.330 

0.475 
0.352 
0.230 

26.2 
24.0 

21.8 

2.27 
2.35 
2.46 

8.7 
8.0 
7.3 

2.4 
2.1 
1.9 

0.68 
0.69 
0.72 

.3 
.2 
.1 

B  21 
B23 

5 
4 

14.75 
12.25 
9.75/ 

10.5 
9.5 
8^5 
7.5 

4.34 
/3.60 

2.87 

3.09 
2.79 
2.50 
2.21 

3.294 
3.147 
3.000 

2.880 
2.807 
2.733 
2.660 

0.504 
0.357 
0.210 

0.410 
0.337 
0.263 
0.190 

15.2 
13.6 

IV 
7.1 
6.8 
6.4 
6.0 

1.87 
1.94 
2.05 

1.52 
1.55 
1.59 
1.64 

6.1 
5.5 
4.8 

3.6 
3.4 
3.2 
3.0 

1.7 
1.5 
1.2, 

1.0 

0.93 
0.85 
0.77 

0.63 
0.63 
'0.65 

0.57 
0.58 
0.58 
0.59 

1.0 
0.92 
0.82 

0.70 
0.66 
0.62 
0.58 

B77 

3 

7.5 
6.5 
5.5 

2.21 
1.91 
1.63 

2.521 
2.423 
2.330 

0.361 
0.263 
0.170 

2.9 
2.7 
2.5 

1.15 
1.19 
1.23 

1.9 
1.8 
1.7 

0.60 
0.53 
0.46 

0.52 
0.52 
0.53 

0.48 
0.44 
0.40 

143 


CARNEGIE    STEEL    COMPANY 


ELEMENTS  OF  STRUCTURAL  CHANNELS 

2 

l— 

-1 

Ik 

"*'X2" 

Depth 

Weight 

Area 

Width 

Thick- 

Axis 1-1 

Axis  2-2 

Section 
Index 

of 

Channel 

per 

Foot 

of 
Section 

of 
Flange 

ness  of 
Web 

X 

I 

r 

S 

I 

r 

S 

In. 

Lbs. 

In.2 

In. 

In. 

In* 

In. 

In.3 

In.4 

In. 

In.3 

In. 

55.0 

16.18 

3.818 

0.818 

430.2 

5.16 

57.4 

12.2 

0.87 

4.1 

0.82 

50.0 

14.71 

3.720 

0.720 

402.7 

5.23 

53.7 

11.2 

0.87 

3.8 

0.80 

C-| 

45.0 

13.24 

3.622 

0.622 

375.1 

5.32 

50.0 

10.3 

0.88 

3.6 

0.79 

1 

15 

40.0 

11.76 

3.524 

0.524 

347.5 

5.43 

46.3 

9.4 

0.89 

3.4 

0.78 

35.0 

10.29 

3.426 

0.426 

319.9 

5.58 

42.7 

8.5 

0.91 

3.2 

0.79 

33.0 

9.90 

3.400 

0.400 

312.6' 

5.62 

41.7 

8.2 

0.91 

3.2 

0.79 

40.0 

11.76 

3.418 

0.758 

196.9 

4.09 

32.8 

6.6 

0.75 

2.5 

0.72 

35.0 

10.29 

3.296 

0.636 

179.3 

4.17 

29.9 

5.9 

0.76 

2.3 

0.69 

C    2 

12 

30.0  ' 

8.82 

3.173 

0.513 

161.7 

4.28 

26.9 

5.2 

0.77 

2.1 

0.68 

25.0 

7.35 

3.050 

0.390 

144.0 

4.43 

24.0 

4.5 

0.79 

1.9 

0.68 

20.5 

6.03 

2.940 

0.280 

128.1 

4.61 

21.4 

3.9 

0.81 

1.7 

0.70 

35.0 

10.29 

3.183 

0.823 

115.5 

3.35 

23.1 

4.7 

0.67 

1.9 

0.70 

30.0 

8.82 

3.036 

0.676 

103.2 

3.42 

20.7 

4.0 

0.67 

1.7 

0.65 

C    3 

10 

25.0 

7.35 

2.889 

0.529 

91.0 

3.52 

18.2 

3.4 

0.68 

.5 

0.62 

20.0 

5.88 

2.742 

0.382 

78.7 

3.66 

15.7 

2.9 

0.70 

.3 

0.61 

15.0 

4.46 

2.600 

0.240 

66.9 

3.87 

13.4 

2.3 

0.72 

.2 

0.64 

25.0 

7.35 

2.815 

0.615 

70.7 

3.10 

15.7 

3.0 

0.64 

.4 

0.62 

C    4 

9 

20.0 

5.88 

2.652 

0.452 

60.8 

3.21 

13.5 

2.5 

0.65 

.2 

0.59 

15.0 

4.41 

2.488 

0.288 

50.9 

3.40 

11.3 

2.0 

0.67 

.0 

0.59 

13.25 

3.89 

2.430 

0.230 

47.3 

3.49 

10.5 

1.8 

0.67 

0.97 

0.61 

21.25 

6.25 

2.622 

0.582 

47.8 

2.77 

11.9 

2.3 

0.60 

1.1 

0.59 

18.75 

5.51 

2.530 

0.490 

43.8 

2.82 

11.0 

2.0 

0.60 

1.0 

0.57 

C    5 

8 

16.25 

4.78 

2.439 

0.399 

39.9 

2.89 

10.0 

1.8 

0.61 

0.95 

0.56 

13.75 

4.04 

2.347 

0.307 

36.0 

2.98 

9.0 

1.6 

0.62 

0.87 

0.56 

11.25 

3.35 

2.260 

0.220 

32.3 

3.11 

8.1 

1.3 

0.63 

0.79 

0.58 

19.75 

5.81 

2.513 

0.633 

33.2 

2.39 

9.5 

1.9 

0.56 

0.96 

0.58 

17.25 

5.07 

2.408 

0.528 

30.2 

2.44 

8.6 

1.6 

0.57 

0.87 

0.56 

C     6 

7 

14.75 

4.34 

2.303 

0.423 

27.2 

2.50 

7.8 

1.4 

0.57 

0.79 

0.54 

12.25 

3.60 

2.198 

0.318 

24.2 

2.59 

6.9 

1.2 

0.58 

0.71 

0.53 

9.75 

2.85 

2.090 

0.210 

21.1 

2.72 

6.0 

0.98 

0.59 

0.63 

0.55 

15.5 

4.56 

2.283 

0.563 

19.5 

2.07 

6.5 

1.3 

0.53 

0.74 

0.55 

C    7 

g 

13.0 

3.82 

2.160 

0.440 

17.3 

2.13 

5.8 

1.1 

0.53 

0.65 

0.52 

10.5 

3.09 

2.038 

0.318 

15.1 

2.21 

5.0 

0.88 

0.53 

0.57 

0.50 

8.0 

2.38 

1.920 

0.200 

13.0 

2.34 

4.3 

0.70 

0.54 

0.50 

0.52 

11.5 

3.38 

2.037 

0.477 

10.4 

.75 

4.2 

0.82 

0.49 

0.54 

0.51 

C    8 

5 

9.0 

2.65 

1.890 

0.330 

8.9 

.83 

3.6 

0.64 

0.49 

0.45 

0.48 

6.5 

1.95 

1.750 

0.190 

7.4 

.95 

3.0 

0.48 

0.50 

0.38 

0.49 

7.25 

2.13 

1.725 

0.325 

4.6 

.46 

2.3 

0.44 

0.46 

0.35 

0.46 

C    9 

4 

6.25 

1.84 

1.652 

0.252 

4.2 

.51 

2.1 

0.38 

0.45 

0.32 

0.46 

5.25 

1.55 

1.580 

0.180 

3.8 

.56 

1.9 

0.32 

0.45 

0.29 

0.46 

6.0 

1.76 

1.602 

0.362 

2.1 

.08 

1.4 

0.31 

0.42 

0.27 

0.46 

C  72 

3 

5.0 

1.47 

1.504 

0.264 

1.8 

.12 

1.2 

0.25 

0.42 

0.24 

0.44 

4.0 

1.19 

1.410 

0.170 

1.6 

1.17 

1.1 

0.20 

0.41 

0.21 

0.44 

144 


ELEMENTS    OF    SECTIONS 


ELEMENTS  OF  SHIP  BUILDING  CHANNELS 

f 

r 

T 

.-, 

r1 

2 

Depth 

Weight 

Area 

Width 

Thick- 

Axis 1-1 

Axis  2-2 

Section 

of 

per 

of 

of 

ness  of 

X 

Index 

Chunnel 

Foot 

Section 

Flange 

Web 

I 

r 

S 

I         r 

S 

In. 

Lbs. 

In.2 

In. 

In. 

In* 

In. 

In.3 

In.*      In. 

In.3 

In. 

50.0 

14.71 

4.416 

0.791 

313.8 

4.62 

48.3 

16.7 

1.07 

4.9 

0.98 

45.0 

13.24|4.303 

0.678 

293.1 

4.71 

45.1 

15.3 

1.08 

4.6 

0.97 

40.0 

11.76 

4.190 

0.565 

272.3 

4.81 

41.9 

13.9 

1.09 

4.3 

0.97 

C    20 

13 

37.0 

10.88 

4.122 

0.497 

259.9 

4.89 

40.0 

13.1 

1.10 

4.2 

0.98 

35.0 

10.29 

4.077 

0.452  251.6 

4.95 

38.7 

12.5 

1.10 

4.1 

0.99 

32.0 

9.30 

4.000 

0.375  237.6 

5.06 

36.6 

11.6 

1.12 

3.9 

1.01 

50.0 

14.70 

4.140 

0.  840  '268.6 

4.27 

44.8 

17.8 

1.10 

5.8 

1.06 

48.4 

14.22 

4.100 

0.800:  262.8 

4.30 

43.8  17.3 

1.10 

5.7 

1.05 

46.3 

13.62 

4.050 

0.750  255.6 

4.33    42.6  16.6 

1.11 

5.5 

1.05 

C  170 

12 

44.3 

13.02 

4.000 

0.700  248.4 

4.37    41.4 

16.0 

1.11 

5.4 

1.05 

40.0 

11.76 

3.895 

0.595  233.3 

4.45 

38.9 

14.6 

1.11 

5.1 

1.05 

35.0 

10.30  3.773 

0.473  215.8 

4.58 

36.0 

13.0 

1.12 

4.8 

1.07 

40.0 

11.77 

4.091 

0.741  !  157.1 

3.65 

31.4 

15.4 

1.14 

5.2 

1.11 

36.9 

10.86 

4.000 

0.650  149.5 

3.71 

29.9  14.3 

1.15 

4.9 

1.11 

C  160 

10 

34.4 

10.11 

3.925 

0.575  143.2 

3.76 

28.6  13.4 

1.15 

4.8 

1.11 

31.8 

9.36 

3.850 

0.500  137.0 

3.83 

27.4  J12.4 

1.15 

4.6 

1.13 

30.0 

8.83 

3.797 

0.447  132.6 

3.88 

26.5 

11.7 

1.15 

4.4 

1.14 

30.6 

9.00 

3.600 

0.600  117.7 

3.62 

23.5 

8.5 

0.97 

3.1 

0.88 

C  150 

10 

28.9 

8.50 

3.550 

0.550  113.6 

3.66 

22.7 

8.2 

0.98 

3.1 

0.88 

27.2 

8.00 

3.500 

0.500  109.4 

3.70 

21.9 

7.8 

0.99 

3.0 

0.89 

C  150b 

10 

21.8 

6.38 

3.375 

0.375 

91.3 

3.78 

18.3 

6.2 

0.99 

2.5 

0.87 

34.7 

10.21 

4.000 

0.650  115.5 

3.36 

25.7 

13.8 

1.16 

4.9 

1.16 

C  140 

9 

31.7 

9.31 

3.900 

0.550  109.5 

3.43 

24.3 

12.6 

.16 

4.6 

1.17 

23.6 

8.41 

3.800  0.450  i  103.4 

3.51 

23.0 

11.4 

.16 

4.4 

1.19 

26.5 

7.80 

3.600 

0.600 

67.8 

2.95 

17.0 

8.2 

.03 

3.1 

0.98 

C  130 

8 

25.2 
23.8 

7.40 
7.00 

3.550 
3.500 

0.550 
0.500 

65.7 
63.6 

2.98 
3.01 

16.4 
15.9 

7.8 
7.4 

.03 
.03 

3.0 
3.0 

0.98 
0.99 

21.5 

6.32 

3.415 

0.415 

60.0 

3.08 

15.0 

6.9 

.00 

2.9 

0.99 

23.3 

6.85 

3.550 

0.550 

47.5 

2.63 

13.6 

7.5 

.05 

3.0 

1.04 

C  120 

7 

22.1 

6.50 

3.500 

0.500 

46.0 

2.66 

13.2 

7.1 

.05 

2.9 

1.05 

20.9 

6.15 

3.450 

0.450 

44.6 

2.69 

12.7 

6.7 

.05 

2.8 

1.05 

18.6 

5.46 

3.438 

0.438 

38.7 

2.66 

11.0 

5.7 

.02 

2.3 

0.96 

C  121 

7 

16.5 

4.85 

3.350(0.350 

36.2 

2.73 

10.3 

5.1 

.03 

2.2 

0.99 

15.6 

4.59 

3.313 

0.313 

35.1 

2.77 

10.0 

4.8 

.03 

2.1 

1.01 

C1  1  f\ 

21.5 

6.33 

3.685 

0.535 

33.3 

2.29 

11.1 

7.8 

.11 

3.1 

1.16 

1  1U 

6 

19.0 

5.58 

3.560 

0.410 

31.1 

2.36 

10.4 

6.8 

.10 

2.9 

1.18 

C  109 

6 

15.0 

4.46 

3.500  0.350 

25.0 

2.37 

8.3 

5.2 

1.08 

2.1 

1.08 

Ci  r*"7 

18.1 

5.33 

3.063 

0.563 

25.4 

2.18 

8.5 

3.5 

0.82 

1.6 

0.80 

ID* 

6 

13.0 

3.83 

2.813  0.313 

20.9 

2.34 

7.0 

2.6 

0.82 

1.3 

0.81 

C  108 

6 

12.5 

3.66 

2.563 

0.313 

19.6 

2.31 

6.5 

2.1 

0.75 

1.1 

0.74 

C  200 

4 

13.6 

4.00 

2.500 

0.500 

8.8 

1.49 

4.4 

2.2 

0.75 

1.3 

0.87 

C  190 

3 

7.1 

2.05 

1.984 

0.250 

2.8 

1.17 

1.9 

0.75 

0.60 

0.60 

0.72 

145 


CARNEGIE    STEEL    COMPANY 


ELEMENTS  OF  EQUAL  ANGLES 


2- 

0 

T  2 

x 

Ij^ 

X3 

Weight 

Area 

\xisl-l  ar 

d  Axis  2-S 

Axis  3-3 

Size 

Per 

of 

Section 
Index 

Foot 

Section 

I 

r 

S 

x 

r  miii. 

Inches 

Pounds 

In.2 

In* 

In. 

In.s 

In. 

In. 

A  113 

8x8  x  iyi 

56.9 

16.73 

98.0 

2.42 

17.5 

2.41 

1.55 

A  112 

8x8    X  1ft 

54.0 

15.87 

93.5 

2.43 

16.7 

2.39 

1.56 

Alll 

8x8x1 

51.0 

15.00 

89.0 

2.44 

15.8 

2.37 

1.56 

A  110 

8x8    x  if 

48.1 

14.12 

84.3 

2.44 

14.9 

2.34 

1.56 

A  109 

8   x   8    x  y8 

45.0 

13.23 

79.6 

2.45 

14.0 

2.32 

1.56 

A  108 

8   x   8    x  if 

42.0 

12.34 

74.7 

2.46 

13.1 

2.30 

1.57 

A  107 

8  x  8    x  M 

38.9 

11.44 

69.7 

2.47 

12.2 

2.28 

1.57 

A  106 

8x8    x  H 

35.8 

10.53 

64.6 

2.48 

11.2 

2.25 

1.58 

A  105 

8   x   8    x  y* 

32.7 

9.61 

59.4 

2.49 

10.3 

2.23 

1.58 

A  104 

8   x   8    x  ft 

29.6 

8.68 

54.1 

2.50 

9.3 

2.21 

1.58 

A  103 

8   x   8    x  Mi 

26.4 

7.75 

48.6 

2.51 

8.4 

2.19 

1.58 

A    86 

6x6x1 

37.4 

11.00 

35.5 

1.80 

8.6 

1.86 

.16 

A    87 

6   x   6    x  If 

35.3 

10.37 

33.7 

1.80 

8.1 

1.84 

.16 

A      1 

6   x   6    x  y8 

33.1 

.9.73 

31.9 

1.81 

7.6 

1.82 

.17 

A      2 

6x6    x  ii 

31.0 

9.09 

30.1 

1.82 

7.2 

1.80 

.17 

A      3 

6   x   6    x  M 

28.7 

8.44 

28.2 

1.83 

6.7 

1.78 

.17 

A      4 

6   x   6    x  H 

26.5 

7.78 

26.2 

1.83 

6.2 

1.75 

.17 

A      5 

6   x   6    x  % 

24.2 

7.11 

24.2 

1.84 

5.7 

1.73 

.17 

A      6 

6   x   6    x   ft 

21.9 

6.43 

22.1 

1.85 

5.1 

1.71 

.18 

A      7 

6   x   6    x  H 

19.6 

5.75 

19.9 

1.86 

4.6 

1.68 

.18 

A      8 

6   x   6    x  ft 

17.2 

5.06 

17.7 

1.87 

4.1 

1.66 

.19 

A    88 

6   x   6    x  3/8 

14.9 

4.36 

15.4 

1.88 

3.5 

1.64 

.19 

A    94 

5x5x1 

30.6 

9.00 

19.6 

1.48 

5.8 

1.61 

0.96 

A    95 

5x5    x  if 

28.9 

8.50 

18.7 

1.48 

5.5 

1.59 

0.96 

A      9 

5    x    5    x  J/g 

27.2 

7.98 

17.8 

1.49 

5.2 

1.57 

0.96 

A    10 

5   x   5    x  lg 

25.4 

7.47 

16.8 

1.50 

4.9 

1.55 

0.97 

A    11 

5   x   5    x  ?4 

23.6 

6.94 

15.7 

1.50 

4.5 

1.52 

0.97 

A    12 

5   x   5    x  {& 

21.8 

6.40 

14.7 

1.51 

4.2 

1.50 

0.97 

A    13 

5   x   5    x  ys 

20.0 

5.86 

13.6 

1.52 

3.9 

1.48 

0.97 

A    14 

5   x   5    x  ft 

18.1 

5.31 

12.4 

1.53 

3.5 

1.46 

0.98 

A    15 

5   x   5    x  y2 

16.2 

4.75 

11.3 

1.54 

3.2 

1.43 

0.98 

A    16 

5x5    x  ft 

14.3 

4.18 

10.0 

1.55 

2.8 

1.41 

0.98 

A    17 

5x5x^ 

12.3 

3.61 

8.7 

1.56 

2.4 

1.39 

0.99 

A    18 

4   x    4    x  IS 

19.9 

5.84 

8.1 

1.18 

3.0 

1.29 

0.77 

A    19 

4    x    4    x  M 

18.5 

5.44 

7.7 

1.19 

2.8 

1.27 

0.77 

A    20 

4    x   4    x  H 

17.1 

5.03 

7.2 

1.19 

2.6 

1.25 

0.77 

A    21 

4    x   4    x  % 

15.7 

4.61 

6.7 

1.20 

2.4 

1.23 

0.77 

A    22 

4x4    x  ft 

14.3 

4.18 

6.1 

1.21 

2.2 

1.21 

0.78 

A    23 

4   x   4    x  K 

12.8 

3.75 

5.6 

1.22 

2.0 

1.18 

0.78 

A    24 

4    x   4    x  ft 

11.3 

3.31 

5.0 

1.23 

1.8 

1.16 

0.78 

A    25 

4   x   4    x  % 

9.8 

2.86 

4.4 

1.23 

1.5 

1.14 

0.79 

A    90 

4x4    x  ft 

8.2 

2.40 

3.7 

1.24 

1.3 

1.12 

0.79 

A  284 

4    x    4    x  >| 

6.6 

1.94 

3.0 

1.25 

1.0 

1.09 

0.79 

146 


ELEMENTS    OF    SECTIONS 


ELEMENTS  OF  EQUAL  ANGLES—  Concluded 

hi' 

3, 

2—  V—  -—  r.-8 

iT\r 

Weight 

Area 

Axis  1-1  and  Axis  2-2 

Axis  3-3 

Section 
Index 

Size 

per 
Foot 

of 
Section 

I 

r 

S 

x 

r  min. 

Inches 

Pounds 

In.2 

In* 

In. 

In.3 

In. 

In. 

A    L>6 

33^x33^x11 

17.1 

5.03 

5.3 

.02 

2.3 

.17 

0.67 

A    27 

33^  x  33-*j  x  % 

16.0 

4.69 

5.0 

.03 

2.1 

.15 

0.67 

A    28 

33-^  x33-|  x  ig 

14.8 

4.34 

4.7 

.04 

2.0 

.12 

0.67 

A    29 

33^2  X  33^  X  % 

13.6 

3.98 

4.3 

.04 

1.8 

.10 

0.68 

A    30 

33^  x33^  x  T9jj 

12.4 

3.62 

4.0 

.05 

1.6 

.08 

0.68 

A    31 

334  x  334  x  34 

11.1 

3.25 

3.6 

.06 

1.5 

.06 

0.68 

A    32 

3  3^  x  3  1A  x  T7S 

9.8 

2.87 

3.3 

.07 

1.3 

.04 

0.68 

A    33 

334  x  33^  x  ^ 

8.5 

2.48 

2.9 

.07 

1.2 

.01 

0.69 

A    99 

3H  x33^  x  TS9 

7.2 

2.09 

2.5 

1.08 

0.98 

0.99 

0.69 

A  285 

334  x33-£  x  34 

5.8 

1.69 

2.0 

1.09 

0.79 

0.97 

0.69 

A    34 

3   x   3    xH 

11.5 

3.36 

2.6 

0.88 

1.3 

0.98 

0.57 

A    35 

3   x   3    x  T98 

10.4 

3.06 

2.4 

0.89 

1.2 

0.95 

0.58 

A    36 

3   x   3   xM 

9.4 

2.75 

2.2 

0.90 

1.1 

0.93 

0.58 

A    37 

3    x    3    x  T7ff 

8.3 

2.43 

2.0 

0.91 

0.95 

0.91 

0.58 

A    38 

3   x   3   x% 

7.2 

2.11 

1.8 

0.91 

0.83 

0.89 

0.58 

A    39 

3    X    3    X  r5s 

6.1 

1.78 

1.5 

0.92 

0.71 

0.87 

0.59 

A    40 

3    x   3    xM 

4.9 

1.44 

1.2 

0.93 

0.58 

0.84 

0.59 

A    46 

23*j  x  234  x  3-2" 

7.7 

2.25 

-   1.2 

0.74 

0.73 

0.81 

0.47 

A    47 

23^  x23^  x  T7g 

6.8 

2.00 

1.1 

0.79 

0.65 

0.78 

0.48 

A    48 

23^x23^x^1       5.9 

1.73 

0.98 

0.75 

0.57 

0.76 

0.48 

A    49 

23^x2>ixIsg|       5.0 

1.47 

0.85 

0.76 

0.48 

0.74 

0.49 

A    50 

23^x23^x34        4.1 

1.19 

0.70 

0.77 

0.39 

0.72 

0.49 

A  100 

23-2"  x23^  x  T3e 

3.07 

0.90 

0.55 

0.78 

0.30 

0.69 

0.49 

A  504 

23^  x23^  x  3-i 

2.08 

0.61 

0.38 

0.79 

0.20 

0.67 

0.50 

A    56 

2  x  2  xA 

5.3 

1.56 

0.54 

0.59 

0.40 

0.66 

0.39 

A    57 

2    x   2    x^i 

4.7 

1.36 

0.48 

0.59 

0.35 

0.64 

0.39 

A    58 

2    x   2    x  !*B 

3.92 

1.15 

0.42 

0.60 

0.30 

0.61 

0.39 

A    59 

2x2  x34 

3.19 

0.94 

0.35 

0.61 

0.25 

0.59 

0.39 

A    60 

2    x    2    XT38 

2.44 

0.71 

0.28 

0.62 

0.19 

0.57 

0.40 

A  506 

2    x   2    x  H         1.65 

0.48 

0.19 

0.63 

0.13 

0.55 

0.40 

A    61 

1%  x  1M  x  ,7«        4.6 

1.34 

0.35 

0.51 

0.30 

0.59 

0.33 

A    62 

1.17 

0.31 

0.51 

0.26 

0.57 

0.34 

A    63 

l^i  X  1%  X  iB8  !        3.39 

1.00 

0.27 

0.52 

0.23 

0.55 

0.34 

A    64 

!MxlMx34        2!77 

0.81 

0.23 

0.53 

0.19 

0.53 

0.34 

A    65 

inxifixft      2.12 

0.62 

0.18 

0.54 

0.14 

0.51 

0.35 

A  507 

1M  x  1M  x  3^         1.44 

0.42 

0.13 

0.55 

0.10 

0.48 

0.35 

A    66 

l^xl^x^        3.35 

0.98 

0.19 

0.44 

0.19 

0.51 

0.29 

A    67 

l^xlMx^j      2.86 

0.84 

0.16 

0.44 

0.16 

0.49 

0.29 

A    68 

13^x13^x3^1      2.34 

0-69 

0.14 

0.45 

0.13 

0.47 

0.29 

A    69 

l^xl^xA 

1.80 

0.53 

0.11 

0.46 

0.10 

0.44 

0.29 

A  102 

13-3  x  13^  x  3^ 

1.23 

0.36 

0.08 

0.46 

0.07 

0.42 

0.30 

A    70 

1  34  x  1  34  x  iss 

2.33 

0.68 

0.09 

0.36 

0.11 

0.42 

0.24 

A    71 

134  x  134  x  3^ 

1.92 

0.56 

0.08 

0.37 

0.09 

0.40 

0.24 

A    72 

1  34  x  1  34  x  T^K 

1.48 

0.43 

0.06 

0.38 

0.07 

0.38 

0.24 

A    73 

13^  x  134  x  3^ 

1.01 

0.30 

0.04 

0.38 

0.05 

0.35 

0.25 

A    78 

1    x   1    x  K 

1.49 

0.44 

0.04 

0.29 

0.06 

0.34 

0.19 

A    79 

1     X     1     X  T39 

1.16 

0.34 

0.03 

0.30 

0.04 

0.32 

0.19 

A    80 

i  x  i  xys 

0.80 

0.23 

0.02 

0.31 

0.03 

0.30 

0.19 

147 


CARNEGIE    STEEL    COMPANY 


ELEMENTS  OF  UNEQUAL  ANGLES 

Eft 

3. 

i 

2  — 

-2 

\               "            ~f 

j 

^3 

Size 

Weight 
Per 

Area 
of 

Sec- 

Axis 1-1 

Axis  2-2                 |  A*!f 

1       O-O 

Section 
Index 

Foot 

tion 

I 

r 

S 

x 

I 

r 

S        y 

rmin. 

Inches 

Lbs. 

In.2 

In* 

In. 

In.3 

In. 

In.* 

In. 

In.3 

In. 

In. 

A  138 

8x6x1 

44.2 

13.00 

80.8 

2.49 

15.1 

2.65 

38.8 

.73 

8.9 

1.65 

1.28 

A  137 

8x    6    xii 

41.7 

12.25 

76.6 

2.50 

14.3 

2.63 

36.8 

.73 

8.4 

1.63 

.28 

A  136 

8  x    6    x  y8 

39.1 

11.48 

72.3 

2.51 

13.4 

2.61 

34.9 

.74 

7.9 

1.61 

.28 

A  135 

8x    6    xig 

36.5 

10.72 

67.9 

2.52 

12.5 

2.59 

32.8 

.75 

7.4 

1.59 

.29 

A  134 

8x    6    xM 

33.8 

9.94 

63.4 

2.53 

11.7 

2.56 

30.7 

.76 

6.9 

1.56 

.29 

A  133 

8x    6    xH 

31.2 

9.15 

58.8 

2.54 

10.8 

2.54 

28.6 

.77 

6.4 

1.54 

.29 

A  132 

8x    6    xy8 

28.5 

8.36 

54.1 

2.54 

9.9 

2.52 

26.3 

.77 

5.9 

1.52 

.30 

A131 

8  x    6    x  T9S 

25.7 

7.56 

49.3 

2.55 

8.9 

2.50 

24.0 

.78 

5.3 

1.50 

.30 

A  130 

8x    6    xlA 

23.0 

6.75 

44.3 

2.56 

8.0 

2.47 

21.7 

.79 

4.8 

1.47 

.30 

A139 

8x    6    Xx7,- 

20.2 

5.93 

39.2 

2.57 

7.1 

2.45 

19.3 

.80 

4.2 

1.45 

1.30 

A  320 

8  x  3^  x  1 

35.7 

10.50 

66.2 

2.51 

13.7 

3.17 

7.8 

0.86 

3.0 

0.92 

0.73 

A321 

8  x  3^2  x  }i 

33.7 

9.90 

62.9 

2.52 

12.9 

3.14 

7.4 

0.87 

2.9 

0.89 

0.73 

A322 

3  X  3^2  X  y8 

31.7 

9.30 

59.4 

2.53 

12.2 

3.12 

7.1 

0.87 

2.7 

0.87 

0.73 

A323 

8  x  3y2  x  fg 

29.6 

8.68 

55.9 

2.54 

11.4 

3.10 

6.7 

0.88 

2.5 

0.85 

0.73 

A  324 

8  x  3^/2  x  % 

27.5 

8.06 

52.3 

2.55 

10.6 

3.07 

6.3 

0.88 

2.3 

0.82 

0.73 

A  325 

8x3y2  x  H 

25.3 

7.43 

48.5 

2.56 

9.8 

3.05 

5.9 

0.89 

2.2 

0.80 

0.73 

A326 

8  x  3^2  x  % 

23.2 

6.80 

44.7 

2.57 

9.0 

3.03 

5.4 

0.90 

2.0 

0.78 

0.74 

A  327 

8   X    3^     X    fg 

21.0 

6.15 

40.8 

2.57 

8.2 

3.00 

5.0 

0.90 

1.8 

0.75 

0.74 

A328 

Sx3y2xy2 

18.7 

5.50 

36.7 

2.58 

7.3 

2.98 

4.5 

0.91 

1.6 

0.73 

0.74 

A  329 

8  x  3^  x  /g 

16.5 

4.84 

32.5 

2.59 

6.4 

2.95 

4.1 

0.92 

1.5 

0.70 

0.74 

A  150 

7  x3y2  x  1 

32.3 

9.50 

45.4 

2.19 

10.6 

2.70 

7.5 

0.89 

3.0 

0.96 

0.74 

A151 

7  x  3^  x  ig 

30.5 

8.97 

43.1 

2.19 

10.0 

2.69 

7.2 

0.89 

2.8 

0.94 

0.74 

A  152 

7x3H  x  ^ 

28.7 

8.42 

40.8 

2.20 

9.4 

2.66 

6.8 

0.90 

2.6 

0.91 

0.74 

A  153 

7  x  3>i  x  jg 

26.8 

7.87 

38.4 

2.21 

8.8 

2.64 

6.5 

0.91 

2.5 

0.89 

0.74 

A  154 

7  x  33^  x  M 

24.9 

7.31 

36.0 

2.22 

8.2 

2.62 

6.1 

0.91 

2.3 

0.87 

0.74 

A  155 

7  x  3H  x  U 

23.0 

6.75 

33.5 

2.23 

7.6 

2.60 

5.7 

0.92 

2.1 

0.85 

0.74 

A  156 

7  X  3J^  X  ^8 

21.0 

6.17 

30.9 

2.24 

7.0 

2.57 

5.3 

0.93 

2.0 

0.82 

0.75 

A  157 

7  x  3j^  x  TH(T 

19.1 

5.59 

28.2 

2.25 

6.3 

2.55 

4.9 

0.93 

1.8 

0.80 

0.75 

A  158 

7x3>i  x  >i 

17.0 

5.00 

25.4 

2.25 

5.7 

2.53 

4.4 

0.94 

1.6 

0.78 

0.75 

A159 

7  x  31/2  x  & 

15.0 

4.40 

22.6 

2.26 

5.0 

2.50 

4.0 

0.95 

1.4 

0.75 

0.76 

A310 

13.0 

3.80 

19.6 

2.27 

4.3 

2.48 

3.5 

0.96 

1.3 

0.73 

0.76 

A    89 

6x4x1 

30.6 

9.00 

30.8 

1.85 

8.0 

2.17 

10.8 

1.09 

3.8 

1.17 

0.85 

A    91 

6x    4    xii 

28.9 

8.50 

29.3 

1.86 

7.6 

2.14 

10.3 

1.10 

3.6 

1.14 

0.85 

A  160 

6x    4    xK 

27.2 

7.98 

27.7 

1.86 

7.2 

2.12 

9.8 

1.11 

3.4 

1.12 

0.86 

A161 

6  x    4    x  i| 

25.4 

7.47 

26.1 

1.87 

6.7 

2.10 

9.2 

1.11 

3.2 

1.10 

0.86 

A  162 

6x    4    x  M 

23.6 

6.94 

24.5 

1.88 

6.2 

2.0&. 

8.7 

1.12 

3.0 

1.08 

0.86 

A  163 

6x    4    xiJ 

21.8 

6.40 

22.8 

1.89 

5.8 

2.06 

8.1 

1.13 

2.8 

1.06 

0.86 

A  164 

6  x    4    x  % 

20.0 

5.86 

21.1 

1.90 

5.3 

2.03 

7.5- 

1.13 

2.5 

1.03 

0.86 

A  165 

6x    4    xT9g 

18.1 

5.31 

19.3 

1.90 

4.8 

2.01 

6.9 

1.14 

2.3 

1.01 

0.87 

A  166 

6x    4    x^ 

16.2  ;  4.75 

17.4 

1.91 

4.3 

1.99 

6.3 

1.15 

2.1 

0.99 

0.87 

A  167 

6  x    4    x  T7H 

14.3;  4.18 

15.5 

1.92 

3.8 

1.96 

5.6 

1.16 

1.8 

0.96 

0.87 

A  168 

6x    4    x  Ji 

12.31  3.61 

13.5 

1.93 

3.3 

1.94 

4.9 

1.17 

1.6 

0.94 

0.88 

148 


ELEMENTS    OF    SECTIONS 


ELEMENTS  OF  UNEQUAL  ANGLES—  Continued 

1 

rf 

2  

H. 

v  i  -, 

?r    ** 

y 

1        ^^                    N 

il          ^-3 

Scctioi 

Size 

Weight 
per 

Area 
of 

Sec- 

Axis 1-1 

Axis  2-2 

Axis 
3-3 

Index 

Foot 

tion 

I 

r 

S 

X 

I 

r 

S 

y 

rmin. 

Inches 

Lbe. 

In.2 

In* 

In. 

In.3 

In. 

In.* 

In. 

In.s 

In. 

In. 

A   92 

6  x  3)4  x  1 

28.9 

8.50 

29.2 

1.85 

7.8 

2.26 

7.2 

0.92 

2.9 

1.01 

0.74 

A    93 

6  x  334  x  \\ 

27.3 

8.03 

27.8 

1.86 

7.4 

2.24 

6.9 

0.93 

2.7 

0.99 

0.74 

A  169 

6x314  x  K 

25.7 

7.55 

26.4 

1.87 

7.0 

2.22 

6.6 

0.93 

2.6 

0.97 

0.75 

A  170 

24.0 

7.06 

24.9 

1.88 

6.6 

2.20 

6.2 

0.94 

2.4 

0.95 

0.75 

\  171 

6  x  334  x  % 

22.4 

6.56 

23.3 

1.89 

6.1 

2.18 

5.8 

0.94 

2.3 

0.93 

0.75 

A  172 

6  x  3*4  x  \k  20.6 

6.06 

21.7 

1.89 

5.6 

2.15 

5.5 

0.95 

2.1 

0.90 

0.75 

A  173 

6x3)4  x  %\  18.9 

5.55 

20.1 

1.90 

5.2 

2.13 

5.1 

0.96 

.9 

0.88 

0.75 

A  174 

6  x  3}4  x  T9a 

17.1 

5.03 

18.4 

1.91 

4.7 

2.11 

4.7 

0.96 

.8 

0.86 

0.75 

A  175 

6x3*4  x  14 

15.3 

4.50 

16.6 

1.92 

4.2 

2.08 

4.3 

0.97 

.6 

0.83 

0.76 

A  176 

6  x  314  x  T7S 

13.5 

3.97 

14.8 

1.93 

3.7 

2.06 

3.8 

0.98 

.4 

0.81 

0.76 

A  177 

6  x  334  x  ^ 

11.7 

3.42 

12.9 

1.94 

3.3 

2.04 

3.3 

0.99 

.2 

0.78 

0.77 

A  301 

6  X  334  X  T% 

9.8 

2.87 

10.9 

1.95 

2.7 

2.02 

2.9 

1.00 

1.0 

0.75 

0.77 

A  178 

5  x    4    x  ^ 

24.2 

7.11 

16.4 

1.52 

5.0 

1.71 

9.2 

1.14 

3.3 

.21 

0.84 

A  179 

5x    4    xii 

22.7 

6.65 

15.5 

1.53 

4.7 

1.68 

8.7 

1.15 

3.1 

.18 

0.84 

A  180 

5x    4    x  % 

21.1 

6.19 

14.6 

1.54 

4.4 

1.66 

8.2 

1.15 

2.9 

.16 

0.84 

A181 

5  x    4    x\k 

19.5 

5.72 

13.6 

1.54 

4.1 

1.64 

7.7 

1.16 

2.7 

.14 

0.84 

A  182 

5x    4    xM 

17.8 

5.23 

12.6 

1.55 

3.7 

.62 

7.1 

1.17 

2.5 

.12 

0.84 

A  183 

5  x    4    x  T9« 

16.2 

4.75 

11.6 

1.56 

3.4 

.60 

6.6 

1.18 

2.3 

.10 

0.85 

A184|5x    4    x  ~y<2.  14.5 

4.25 

10.5 

1.57 

3.1 

.57 

6.0 

1.18 

2.0 

1.07 

0.85 

A  185 

OX     4      X  I7e 

12.8 

3.75 

9.3 

1.58 

2.7 

.55 

5.3 

1.19 

1.8 

1.05 

0.85 

A  186 

5x4    x  Y% 

11.0 

3.23 

8.1 

1.59 

2.3 

.53 

4.7 

1.20 

1.6 

1.03 

0.86 

A  187 

5x3*4  x% 

22.7 

6.67 

15,7 

1.53 

4.9 

.79 

6.2 

0.96 

2.5 

1.04 

0.75 

A  188 

21.3 

6.25 

14.8 

1.54 

4.6 

.77 

5.9 

0.97 

2.4 

1.02 

0.75 

A  189 

5x334  x%  19-8 

5.81 

13.9 

1.55 

4.3 

.75 

5.6 

0.98 

2.2 

1.00 

0.75 

A  190 

5x334  xH  18.3 

5.37 

13.0 

1.56 

4.0 

.72 

5.2 

0.98 

2.1 

0.97 

0.75 

A  191 

5x334  x%!  16.8 

4.92 

12.0 

1.56 

3.7 

.70 

4.8 

0.99 

1.9 

0.95 

0.75 

A  192 

5x3J4  X&J15.2 

4.47 

11.0 

1.57 

3.3 

.68 

4.4 

1.00 

1.7 

0.93 

0.75 

A  193 

5  x  334  x  34  13.6 

4.00 

10.0 

1.58 

3.0 

.66 

4.0 

1.01 

1.6 

0.91 

0.75 

A  194 

5  x  334  x  T7e 

12.0 

3.53 

8.9 

1.59 

2.6 

.63 

3.6 

1.01 

1.4 

0.88 

0.76 

A  195 

5  x334  x  % 

10.4 

3.05 

7.8 

1.60 

2.3 

.61 

3.2 

1.02 

1.2 

0.86 

0.76 

A  96 

5  x  334  x  is 

8.7 

2.56 

6.6 

1.61 

1.9 

.59 

2.7 

1.03 

1.0 

0.84 

0.76 

A  196 

5x    3    x}| 

19.9 

5.84 

14.0 

1.55 

4.5 

.86 

3.7 

0.80 

1.7 

0.86 

0.64 

A  197 

5  x    3    x  %l  18.5 

5.44 

13.2 

1.55 

4.2 

.84 

3.5 

0.80 

1.6 

0.84 

0.64 

A  198 

5  x    3    x  H 

17.1 

5.03 

12.3 

1.56 

3.9 

.82 

3.3 

0.81 

1.5 

0.82 

0.64 

A  199 

ox    3    xys 

15.7 

4.61 

11.4 

1.57 

3.5 

.80 

3.1 

0.81 

1.4 

0.80 

0.64 

A  200 

ox    3    xfe 

14.3 

4.18 

10.4 

1.58 

3.2 

.77 

2.8 

0.82 

1.3 

0.77 

0.65 

A201 

ox    3    xy2\  12.8 

3.75 

9.5 

1.59 

2.9 

.75 

2.6 

0.83 

1.1 

0.75 

0.65 

A  202 

ox    3    Xfjll.3 

3.31 

8.4 

1.60 

2.6 

.73 

2.3 

0.84 

1.0 

0.73 

0.65 

A  203 

ox    3    x%     9.8 

2.86 

7.4 

1.61 

2.2 

.70 

2.0 

0.84 

0.89 

0.70 

0.65 

A  280 

5x    3    x«    8.2 

2.40 

6.3 

1.61 

1.9 

.68     1.8 

0.85 

0.75 

0.68 

0.66 

149 


CARNEGIE    STEEL    COMPANY 


ELEMENTS  OF  UNEQUAL  ANGLES—  Continued 

fi1 

3, 

J 

2  

K. 

T    \                      -*-  * 

t_S          >        y 

1          ^3 

Weight 

Area 
of 

Axis  1-1 

Axis  2-2 

Axis 
3-3 

Section 

feize 

per 

Sec- 

Index 

Foot 

tion 

I         r 

S 

x 

I        r 

S 

y 

rmin. 

Inches 

Lbs. 

In.2 

In.*      In. 

In.3 

In. 

In.  ^ 

In. 

In.3 

In. 

In. 

A  204 

4y2x  3  x}i 

18.5 

5.43 

10.3 

1.38 

3.6 

1.65 

3.6 

0.81 

1.7 

0.90 

0.64 

A205 

4y2x  3  x% 

17.3 

5.06 

9.7 

1.39 

3.4 

1.63 

3.4 

0.82 

1.6 

0.88 

0.64 

A206 

4y2x  3  xlJ- 

16.0 

4.68 

9.1 

1.39 

3.1 

1.60 

3.2 

0.83 

1.5 

0.85 

0.64 

A207 

4^x  3  xy% 

14.7 

4.30 

8.4 

1.40 

2.9 

1.58 

3.0 

0.83 

1.4 

0.83 

0.64 

A208 

4y2x  3  xT8e- 

13.3 

3.90 

7.8 

1.41 

2.6 

1.56 

2.8 

0.85 

1.3 

0.81 

0.64 

A209 

4.  1/  Y  *3.        \/ 

11.9 

3.50 

7.0 

1.42 

2.4 

1.54 

2.5 

0.85 

1.1 

0.79 

0.65 

A210 

4l/2x  3  xT7s 

10.6 

3.09 

6.3 

1.43 

2.1 

1.51 

2.3 

0.85 

1.0 

0.76 

0.65 

A211 

9.1 

2.67 

5.5 

1.44 

1.8 

1.49 

2.0 

0.86 

0.88 

0.74 

0.66 

A    97 

4^x  3  x& 

7.7 

2.25 

4.7 

1.44 

1.5 

1.47 

1.7 

0.87 

0.75 

0.72 

0.66 

A212 

4  xSKxlf 

18.5 

5.43 

7.8 

1.19 

2.9 

1.36 

5.5 

1.01 

2.3 

1.11 

0.72 

A213 

4  x3-J/4x94 

17.3 

5.06 

7.3 

1.20 

2.8 

1.34 

5.2 

1.01 

2.1 

1.09 

0.72 

A214 

4  x3y2x±& 

16.0 

4.68 

6.9 

1.21 

2.6 

1.32 

4.9 

1.02 

2.0 

1.07 

0.72 

A215 

4  x3y2x% 

14.7 

4.30 

6.4 

1.22 

2.4 

1.29 

4.5 

1.03 

1.8 

1.04 

0.72 

A216 

4     X33^XrL 

13.3 

3.90 

5.9 

1.23 

2.1 

1.27 

4.2 

1.03 

1.7 

1.02 

0.72 

A217 

4  x3y2xy2 

11.9 

3.50 

5.3 

1.23 

1.9 

1.25 

3.8 

1.04 

1.5 

1.00 

0.72 

A218 

4  x3y2xJ- 

10.6 

3.09 

4.8 

1.24 

1.7 

1.23 

3.4 

1.05 

1.3 

0.98 

0.72 

A219 

4  x3y2x% 

9.1 

2.67 

4.2 

1.25 

1.5 

1.21 

3.0 

1.06 

1.2 

0.96 

0.73 

A   98 

4  x3y2x& 

7.7 

2.25 

3.6 

1.26 

1.3 

1.18 

2.6 

1.07 

1.0 

0.93 

0.73 

A  220 

4x3  xf| 

17.1 

5.03 

7.3 

.21 

2.9 

1.44 

3.5 

0.83 

1.7 

0.94 

0.64 

A221 

4  x3  xH 

16.0 

4.69 

6.9 

.22 

2.7 

1.42 

3.3 

0.84 

.6 

0.92 

0.64 

A222 

4x3  xU 

14.8 

4.34 

6.5 

.22 

2.5 

1.39 

3.1 

0.84 

.5 

0.89 

0.64 

A223 

4  x3  xys 

13.6 

3.98 

6.0 

.23 

2.3 

1.37 

2.9 

0.85 

.4 

0.87 

0.64 

A224 

4x3  xT9g 

12.4 

3.62 

5.6 

.24 

2.1 

1.35 

2.7 

0.86 

.2 

0.85 

0.64 

A225 

4  x  3  xy2 

11.1 

3.25 

5.0 

.25 

1.9 

1.33 

2.4 

0.86 

.1 

0.83 

0.64 

A226 

4x3  x'& 

9.8 

2.87 

4.5 

.25 

1.7 

1.30 

2.2 

0.87 

1.0 

0.80 

0.64 

A227 

4  x  3  x% 

8.5 

2.48 

4.0 

.26 

1.5 

1.28 

1.9 

0.88 

0.87 

0.78 

0.64 

A228 

4x3  xA 

7.2 

2.09 

3.4 

.27 

1.2 

1.26 

1.7 

0.89 

0.74 

0.76 

0.65 

A  283 

4  x  3  xM 

5.8 

1.69 

2.8 

1.28 

1.0 

1.24 

1.4 

0.89 

0.60 

0.74 

0.65 

A  229 

3y2x  3  xfg 

15.8 

4.62 

5.0 

1.04 

2.2 

1.23 

3.3 

0.85 

.7 

0.98 

0.62 

A230 

3Mx  3  xM 

14.7 

4.31 

4.7 

1.04 

2.1 

1.21 

3.1 

0.85 

.5 

0.96 

0.62 

A231 

33/£x  3  xJJ 

13.6 

4.00 

4.4 

1.05 

1.9 

1.19 

3.0 

0.86 

.4 

0.94 

0.62 

A232 

3%x  3  xjMi 

12.5 

3.67 

4.1 

1.06 

1.8 

1.17 

2.8 

0.87 

.3 

0.92 

0.62 

A  233 

3y2X  3    XT!<5 

11.4 

3.34 

3.8 

1.07 

1.6 

1.15 

2.5 

0.87 

.2 

0.90 

0.62 

A  234 

3y2x  3  xy2 

10.2 

3.00 

3.5 

1.07 

1.5 

1.13 

2.3 

0.88 

.1 

0.88 

0.62 

A  235 

3^x  3  x& 

9.1 

2.65 

3.1 

1.08 

1.3 

1.10 

2.1 

0.89 

0.98 

0.85 

0.62 

A  236 

3y2x  3  xH 

7.9 

2.30 

2.7 

1.09 

1.1 

1.08 

.8 

0.90 

0.85 

0.83 

0.62 

A237 

6.6 

1.93 

2.3 

1.10 

0.96 

1.06 

.6 

0.90 

0.72 

0.81 

0.63 

A286 

3y2X  3  xJJ 

5.4 

1.56 

1.9 

1.11 

0.78 

1.04 

.3 

0.91 

0.58 

0.79 

0.63 

A238 

3Kx2^xJJ 

12.5 

3.65 

4.1 

1.06 

1.9 

1.27 

.7 

0.69 

0.99 

0.77 

0.53 

A239 

3y2x2y2x% 

11.5 

3.36 

3.8 

1.07 

1.7 

1.25 

.6 

0.69 

0.92 

0.75 

0.53 

A  240 

3y2x2y2x-fe 

10.4 

3.06 

3.6 

1.08 

1.6 

1.23 

.5 

0.70 

0.84 

0.73 

0.53 

A241 

3y2x2y2xy2 

9.4 

2.75 

3.2 

1.09 

1.4 

1.20 

.4 

0.70 

0.76 

0.70 

0.53 

A  242 

3}/2x2]/2x-fs 

8.3 

2.43 

2.9 

1.09 

1.3 

1.18 

1.2 

0.71 

0.68 

0.68 

0.54 

A  243 

3y2x2y2x% 

7.2 

2.11 

2.6 

1.10 

1.1 

1.16 

1.1 

0.72 

0.59 

0.66 

0.54 

A  244 

3%x2y2x-fa 

6.1 

1.78 

2.2 

1.11 

0.93 

1.14 

0.94 

0.73 

0.50 

0.64 

0.54 

A  245 

32^x2  i^xj-^ 

4.9 

1.44 

1.8 

1.12 

0.75 

1.11 

0.78 

0.74 

0.41 

0.61 

0.54 

150 


ELEMENTS    OF    SECTIONS 


ELEMENTS  OF  UNEQUAL  ANGLES—  Concluded 

""v 

2  — 

i 

L 

^     >k_j 

E  ^ 

Q-     _ 

Weight 

Area 
of 

Axis  1-1 

Axis  2-2 

Axis 
3-3 

Section 

oize 

per 

Sec- 

Index 

Foot 

tion 

I 

r 

S 

x 

I 

r 

S 

y 

rmin. 

Inches 

Lb8. 

In. 

In> 

In. 

In.3 

In. 

In* 

In. 

In.8 

In. 

In. 

A  252 

3  x2^x1% 

9.5 

2.78 

2.3 

0.91 

1.2 

1.02 

1.4 

0.72 

0.82 

0.77 

0.52 

A  253 

3  x2>2X>i 

8.5 

2.50 

2.1 

0.91 

1.0 

1.00 

1.3 

0.72 

0.74 

0.75 

0.52 

A  254 

7.6 

2.21 

1.9 

0.92 

0.93 

0.98 

1.2 

0.73 

0.66 

0.73 

0.52 

A  255 

3  x23^x|^ 

6.6 

1.92 

.7 

0.93 

0.81 

0.96 

1.0 

0.74 

0.58 

0.71 

0.52 

A  256 

3  x2^xTsff 

5.6 

1.62 

.4 

0.94 

0.69 

0.93 

0.90 

0.74 

0.49 

0.68 

0.53 

A  257 

4.5 

1.31 

.2 

0.95 

0.56 

0.91 

0.74 

0.75 

0.40 

0.66 

0.53 

A  258 

3  x  2  x^ 

7.7 

2.25 

.9 

0.92 

1.0 

1.08 

0.67 

0.55 

0.47 

0.58 

0.43 

A  259 

3x2  xT7s 

6.8 

2.00 

.7 

0.93 

0.89 

1.06 

0.61 

0.55  i  0.42 

0.56 

0.43 

A260 

3x  2  x|l 

5.9 

1.73. 

.5 

0.94 

0.78 

1.04 

0.54 

0.56 

0.37 

0.54 

0.43 

A261 

3x2  xT5s 

5.0 

1.47 

.3 

0.95 

0.66 

1.02 

0.47 

0.57 

0.32 

0.52 

0.43 

A  262 

3x2xM 

4.1 

1.19 

.1 

0.95 

0.54 

0.99 

0.39 

0.57 

0.25 

0.49 

0.43 

A264 

2^x  2  x^ 

6.8 

2.00 

1.1 

0.75 

0.70 

0.88 

0.64 

0.56 

0.46 

0.63 

0.42 

A  265 

2^X    2    Xy% 

6.1 

1.78« 

1.0 

0.76 

0.62 

0.85 

0.58 

0.57  i  0.41 

0.60 

0.42 

A  266 

2J4x  2  x?^ 

5.3 

1.55 

0.91 

0.77 

0.55 

0.83 

0.51 

0.58   0.36 

0.58 

0.42 

A  267 

2^x  2  x"s 

4.5 

1.31 

0.79 

0.78 

0.47 

0.81 

0.45 

0.58  i  0.31 

0.56  i  0.42 

A  268 

2^x  2  xJ4 

3.62 

1.06 

0.65 

0.78 

0.38 

0.79  1  0.37 

0.59   0.25 

0.54  i  0.42 

A  269 

2J^x  2  XT3S 

2.75 

0.81 

0.51 

0.79 

0.29 

0.76 

0.29 

0.60 

0.20 

0.51    0.43 

A523 

2>£x  2  x>| 

1.86 

0.55 

0.35 

0.80 

0.20 

0.74 

0.20 

0.61 

0.13 

0.49 

0.43 

A610 

2J/xlXx6 

3.92 

1.15 

0.71 

0.79 

0.44 

0.90 

0.19 

0.41 

0.17 

0.40 

0.32 

A611  2J4xl^xki 

3.19 

0.94 

0.59 

0.79 

0.36 

0.88 

0.16 

0.41 

0.14 

0.38 

0.32 

A612 

2>^xl>ixT35 

2.44 

0.72 

0.46 

0.80 

0.28 

0.85 

0.13 

0.42 

0.11 

0.35 

0.33 

A270 

2Kxl^x}^ 

5.6 

1.63 

0.75 

0.68 

0.54 

0.86 

0.26 

0.40 

0.26 

0.48 

0.32 

A271 

2^xl^xT75 

5.0 

1.45 

0.68 

0.69 

0.48 

0.83 

0.24 

0.41 

0.23 

0.46 

0.32 

A272 

2i^xlV^x5^ 

4.4 

1.27 

0.61 

0.69 

0.42 

0.81 

0.21 

0.41 

0.20 

0.44 

0.32 

A273 

3.66 

1.07 

0.53 

0.70 

0.36 

0.79 

0.19 

0.42 

0.17 

0.42 

0.32 

A274 

2.98 

0.88 

0.44 

0.71 

0.30 

0.77 

0.16 

0.42 

0.14 

0.39 

0.32 

A275 

2.28 

0.67 

0.34 

0.72 

0.23 

0.75 

0.12 

0.43 

0.11 

0.37 

0.33 

A  631 

2  xlMx% 

3.99 

1.17 

0.43 

0.61 

0.34 

0.71 

0.21 

0.42 

0.20 

0.46 

0.32 

A614 

2  xl^x^g 

3.39 

1.00 

0.38 

0.62 

0.29 

0.69 

0.18 

0.42 

0.17 

0.44 

0.32 

A615 

2  xl>ixM 

2.77 

0.81 

0.32 

0.62 

0.24 

0.66 

0.15 

0.43 

0.14 

0.41 

0.32 

A616 

2  xlHxfg 

2.12 

0.62 

0.25 

0.63 

0.18 

0.64 

0.12 

0.44 

0.11 

0.39 

0.32 

A  525 

2  xl>^x>6 

1.44 

0.42 

0.17 

0.64 

0.13 

0.62 

0.09 

0.45 

0.08 

0.37 

0.33 

A  646 

2  xlj£x^ 

2.55 

0.75 

0.30 

0.63 

0.23 

0.71 

0.09 

0.34 

0.10 

0.33 

0.27 

A  645 

2  xl^x/s 

1.96 

0.57 

0.23 

0.64 

0.18 

0.69 

0.07 

0.35 

0.08 

0.31 

0.27 

A618 

IMxl^xK 

2.34 

0.69 

0.20 

0.54 

0.18 

0.60 

0.09 

0.35 

0.10 

0.35 

0.27 

A619 

l^XlMXfg 

1.80 

0.53 

0.16 

0.55 

0.14 

0.58    0.07 

0.36 

0.08 

0.33  I  0.27 

A  620 

IjJixlMx^ 

1.23 

0.36 

0.11 

0.56 

0.09 

0.56 

0.05 

0.37 

0.05 

0.31 

0.27 

A  670 
A  623 

i$[}fg§ 

2.59 
2.13 

0.76 
0.63 

0.16 
0.13 

0.45 
0.46 

0.16 
0.13 

0.52 
0.50 

0.10 
0.08 

0.35   0.11 
0.36    0.09 

0.40 
0.38 

0.26 
0.26 

A  624 

IHxltfxA 

1.64 

0.48 

0.10 

0.46 

0.10 

0.48 

0.07 

0.37  i  0.07 

0.35 

0.26 

151 


CARNEGIE    STEEL    COMPANY 


ELEMENTS  OF  EQUAL  TEES 

1- 

2 

I 

r~L 

-s 

If 

__J 

Section 
Index 

Size 

Weight 
Foot 

Area 
of 
Sec- 
tion 

Axis  1-1 

Axis  2-2 

Flange 

Stem 

Min. 
Thickness 

I 

r 

S 

X 

I 

r 

S 

Flange 

Stem 

In. 

In. 

In. 

la. 

Lbs. 

In.2 

In.* 

In. 

In.3 

In. 

In* 

In. 

In.3 

T     1 

4 

4 

K 

K 

13.5 

3.97 

5.7 

1.20 

2.0 

1.18 

2.8 

0.84 

1.4 

T    2 

4 

4 

M 

M 

10.5 

3.09 

4.5 

1.21 

1.6 

1.13 

2.1 

0.83 

1.1 

T    3 

SK 

3K 

K 

K 

11.7 

3.44 

3.7 

1.04 

1.5 

1.05 

1.0 

0.74 

1.1 

T    4 

3K 

3K 

K 

% 

9.2 

2.68 

3.0 

1.05 

1.2 

1.01 

1.4 

0.73 

0.81 

T     6 

3 

3 

H 

Ml 

9.9 

2.91 

2.3 

0.88 

1.1 

0.93 

1.2 

0.64 

0.80 

T    7 

3 

3 

T% 

i« 

8.9 

2.59 

2.1 

0.89 

0.98 

0.91 

1.0 

0.63 

0.70 

T    8 

3 

3 

^ 

H 

7.8 

2.27 

1.8 

0.90 

0.86 

0.88 

0.90 

0.63 

0.60 

T    9 

3 

3 

IS 

A 

6.7 

1.95 

1.6 

0.90 

0.74 

0.86 

0.75 

0.62 

0.50 

T  10 

2^ 

2K 

H 

M 

6.4 

1.87 

1.0 

0.74 

0.59 

0.76 

0.52 

0.53 

0.42 

T  11 

2K 

2K 

A 

A 

5.5 

1.60 

0.88 

0.74 

0.50 

0.74 

0.44 

0.52 

0.35 

T  12 

2*A 

2M 

A 

A 

4.9 

1.43 

0.65 

0.67 

0.41 

0.68 

0.33 

0.48 

0.29 

T  13 

21A 

VA 

M 

M 

4.1 

1.19 

0.52 

0.66 

0.32 

0.65 

0.25 

0.46 

O.22 

T  14 

2 

2 

TB5 

A 

4.3 

1.26 

0.44 

0.59 

0.31 

0.61 

0.23 

0.43 

0.23 

T  15 

2 

2 

M 

M 

3.56 

1.05 

0.37 

0.59 

0.26 

0.59 

0.18 

0.42 

0.18 

T  16 

1% 

1M 

M 

M 

3.09 

0.91 

0.23 

0.51 

0.19 

0.54 

0.12 

0.37 

0.14 

T  17 

iy* 

IK 

M 

M 

2.47 

0.73 

0.15 

0.45 

0.14 

0.47 

0.08 

0.32 

0.10 

T  18 

iy2 

IK 

T35 

i3s 

1.94 

0.57 

0.11 

0.45 

0.11 

0.44 

0.06 

0.32 

0.08 

T  19 

1M 

1M 

M 

M 

2.02 

0.59 

0.08 

0.37 

0.10 

0.40 

0.05 

0.28 

0.07 

T20 

1M 

1M 

T3S 

A 

1.59 

0.47 

0.06 

0.37 

0.07 

0.38 

0.03 

0.27 

0.05 

T  21 

i 

l 

T3* 

i35 

1.25 

0.37 

0.03 

0.29 

0.05 

0.32 

0.02 

0.22 

0.04 

T22 

i 

l 

H 

H 

0.89 

0.26 

0.02 

0.30 

0.03 

0.29 

0.01 

0.21 

0.02 

152 


ELEMENTS    OF    SECTIONS 


ELEMENTS  OF  UNEQUAL  TEES 

f 

i  i  —    ;  i 

1   * 

\f_  

; 

Size 

Wpitrht 

Area 

Axis  1-1 

Axis  2-2 

\f  "      ' 

of 

Section 
Index 

Flange 

Stem 

Thickness 

per 
Foot 

Sec- 
tion 

I 

r 

S 

X 

I 

r 

S 

Flange 

Stem 

In. 

In. 

In. 

In. 

Lbs. 

In.2 

In> 

In. 

In.s 

In. 

In* 

In. 

In* 

T    50 

5 

3 

H 

If 

13.4 

3.93 

2.4 

0.78 

1.1 

0.73 

5.4 

.17 

2.2 

T    51 

5 

2H 

H 

A 

10.9 

3.18 

1.5 

0.68 

0.78 

0.63 

4.1 

.14 

.6 

T    52 

4^ 

VA 

T7* 

ii 

15.7 

4.60 

5.1 

1.05 

2.1 

1.11 

3.7 

0.90 

.7 

T    54 

VA 

3 

H 

H 

9.8 

2.88 

2.1 

0.84 

0.91 

0.74 

3.0 

.02 

.3 

T    53 

*X 

3 

T'tJ 

I58 

8.4 

2.46 

1.8 

0.85 

0.78 

0.71 

2.5 

.01 

.1 

T    56 

VA 

2H 

H 

N 

9.2 

2.68 

1.2 

0.67 

0.63 

0.59 

3.0 

.05 

.3 

T    55 

VA 

2X 

A 

A 

7.8 

2.29 

1.0 

0.68 

0.54 

0.57 

2.5 

1.05 

T    57 

4 

5 

H 

H 

15.3 

4.50 

10.8 

1.55 

3.1 

1.56 

2.8 

0.79 

T    58 

4 

5 

% 

H 

11.9 

3.49 

8.5 

1.56 

2.4 

1.51 

2.1 

0.78 

T    59 

4 

4^ 

X 

H 

14.4 

4.23 

7.9 

1.37 

2.5 

1.37 

2.8 

0.81 

, 

T    60 

4 

4^ 

H 

% 

11.2 

3.29 

6.3 

1.39 

2.0 

1.31 

2.1 

0.80 

T    61 

4 

3 

SA 

% 

9.2 

2.68 

2.0 

U.sf, 

0.90 

0.78 

2.1 

0.89 

1. 

T    44 

4 

3 

A 

A 

7.8 

2.29 

1.7 

0.87 

0.77 

0.75 

1.8 

0.88 

0.88 

T    62 

4 

VA 

H 

% 

8.5 

2.48 

1.2 

0.69 

0.62 

0.62 

2.1 

0.92 

1.0 

T    63 

4 

2^ 

A 

iss 

7.2 

2.12 

1.0 

0.69 

0.53 

0.60 

1.8 

0.91 

0.88 

T    64 

4 

2 

^ 

N 

7.8 

2.27 

0.60  0.52 

0.40 

0.48 

2.1 

0.96 

1.1 

T    65 

4 

2 

A 

T6S 

6.7 

1.95 

0.53 

0.52 

0.34 

0.46 

1.8 

0.95 

0.88 

T    66 

VA 

4 

H 

« 

12.6 

3.70 

5.5 

1.21 

2.0 

1.24 

1.9 

0.72 

1.1 

T    67 

3K 

4 

H 

H 

9.8 

2.88 

4.3 

1.23 

1.5 

1.19 

1.4 

0.70 

0.81 

T    69 

3^ 

3 

H 

1A 

10.8 

3.17 

2.4 

0.87 

1.1 

0.88 

.9 

0.77 

1.1 

T     70 

3^ 

3 

% 

H 

8.5 

2.48 

1.9 

0.88 

0.89 

0.83 

.4 

0.75 

0.81 

T    71 

&A 

3 

A 

% 

7.5 

2.20 

1.8 

0.91 

0.85 

0.85 

.2 

0.74 

0.68 

T    72 

3 

4 

M 

Yz 

11.7 

3.44 

5.2 

1.23 

1.9 

1.32 

.2 

0.59 

0.81 

T    73 

3 

4 

A 

I7F 

10.5 

3.06 

4.7 

1.23 

1.7 

1.29 

.1 

0.59 

0.70 

T    74 

3 

4 

K 

H 

9.2 

2.68 

4.1 

1.24 

1.5 

1.27 

0.90 

0.58 

0.60 

T    75 

3 

3H 

H 

H 

10.8 

3.17 

3.5 

1.06 

1.5 

1.12 

.2 

0.62 

0.80 

T    76 

3 

3>i 

A 

T7B 

9.7 

2.83 

3.2 

1.06 

1.3 

1.10 

.0 

0.60 

0.69 

T    77 

3 

3>3 

^ 

N 

8.5 

2.48 

2.8 

1.07 

1.2 

1.07 

0.93 

0.61 

0.62 

T    78 

3 

2K 

N 

« 

7.1 

2.07 

1.1 

0.72 

0.60 

0.71 

0.89 

0.66 

0.59 

T    79 

3 

2H 

1% 

TBB 

6.1 

1.77 

0.94 

0.73 

0.52 

0.68 

0.75 

0.65 

0.50 

T    31 

3 

2H 

K 

M 

5.0 

1.47 

0.78 

0.73 

0.43 

0.66 

0.61 

0.64 

0.40 

T    82 

21A 

3 

H 

N 

7.1 

2.07 

1.7 

0.91 

0.84 

0.95 

0.53 

0.51 

0.42 

T    83 

2X 

3 

A 

TSF 

6.1 

1.77 

1.5 

0.92 

0.72 

0.92 

0.44 

0.50 

0.35 

T    86 

21A 

1M 

T38 

A 

2.87 

0.84 

0.08 

0.31 

0.09 

0.32 

0.29 

0.58 

0.23 

T    87 

2 

1^ 

H 

H 

3.09 

0.91 

0.16 

0.42 

0.15 

0.42 

0.18 

0.45 

0.18 

T  519 

11A 

2 

I3* 

i3a 

2.45 

0.72 

0.27 

0.61 

0.19 

0.63 

0.06 

0.92 

0.08 

T605 

iK 

l?i 

H 

H 

1.25 

0.37 

0.05 

0.37 

0.05 

0.33 

0.04 

0.32 

0.05 

T603 

IX 

» 

No.9 

H 

0.88 

0.26 

0.01 

0.16 

0.01 

0.16 

0.02 

0.31 

0.04 

153 


CARNEGIE    STEEL    COMPANY 


ELEMENTS  OF  ZEES 

12          /3 

f 

^\ 

Section 
Index 

Size 

Weight 
Foot 

Area 
of 
Sec- 
tion 

Axia  1-1 

Axis  2-2 

Axia 
3-3 

Depth 

flanges 

Thick- 
ness 

I 

r 

S 

I 

r 

S 

rmin. 

In. 

In. 

In. 

Lbs. 

In.2 

In.4 

In. 

In.3 

In.* 

In. 

In.3 

In. 

Z    3 

6lb 

1 

I 

34.6 
32.0 

29.4 

10.17 
9.40 
8.63 

50.2 
46.1 
42.1 

2.22 
2.22 
2.21 

16.4 
15.2 
14.0 

19.2 
17.3 
15.4 

1.37 
1.36 
1.34 

6.0 
5.5 
4.9 

0.83 
0.82 
0.81 

Z    2 

P 

1 

8 

15 

28.1 
25.4 

22.8 

8.25 
7.46 
6.68 

43.2 
38.9 
34.6 

2.29 
2.28 
2.28 

14.1 
12.8 
11.5 

16.3 
14.4 
12.6 

1.41 
1.39 
1.37 

5.0 
4.4 
3.9 

0.84 
0.82 
0.81 

Z    1 

P 

1 

I 

18.4 
15.7 

6719 
5.39 
4.59 

34.4 
29.8 
25.3 

2.36 
2.35 
2.35 

11.2 
9.8 
8.4 

12.9 
11.0 

9.1 

1.44 
1.43 
1.41 

3.8 
3.3 

2.8 

0.84 
0.83 
0.83 

Z    6 

5Ib 

II 

II 
ii 

28.4 
26.0 
23.7 

8.33 
7.64 
6.96 

28.7 
26.2 
23.7 

1.86 
1.85 
1.84 

11.2 

10.3 
9.5 

14.4 
12.8 
11.4 

.31 
.30 

.28 

4.8 
4.4 
3.9 

0.76 
0.74 
0.73 

Z    5 

5 

p 

¥ 

S 

22.6 
20.2 
17.9 

6.64 
5.94 
5.25 

24.5 
21.8 
19.2 

1.92 
1.91 
1.91 

9.6 

8.6 

7.7 

12.1 
10.5 
9.1 

.35 

.33 
.31 

3.9 
3.5 
3.0 

0.76 

0.75 
0.74 

Z    4 

P 

li 

1 

16.4 
14.0 
11.6 

4.81 
4.10 
3.40 

19.1 
16.2 
13.4 

1.99 
1.99 
1.98 

7.4 
6.4 
5.3 

9.2 

7.7 
6.2 

.38 
.37 
.35 

2.9 
2.5 
2.0 

0.77 
0.76 
0.75 

Z    9 

J8 

11 

If 

H 

23.0 
20.9 
18.9 

6.75 
6.14 
5.55 

15.0 
13.5 
12.1 

1.49 
1.48 
1.48 

7.3 
6.7 
6.1 

11.2 
10.0 

8.7 

1.29 
1.27 
1.25 

4.0 
3.6 
3.2 

0.68 
0.67 
0.66 

Z    8 

P 

1 

| 

18.0 
15.9 
13.8 

5.27 

4.66 
4.05 

12.7 
11.2 
9.7 

1.55 
1.55 
1.55 

6.2 
5.5 

4.8 

9.3 
8.0 
6.7 

1.33 
1.31 
1.29 

3.2 

2.8 
2.4 

0.68 
0.67 
0.66 

Z    7 

P 

1 

I 

12.5 
10.3 
8.2 

3.66 
3.03 
2.41 

9.6 
7.9 
6.3 

1.62 
1.62 
1.62 

4.7 
3.9 
3.1 

6.8 
5.5 

4.2 

1.36 
1.34 
1.33 

2.3 

1.8 
1.4 

0.69 
0.68 
0.67 

Z12 

3 

iff 

% 

14.3 
12.6 

4.18 
3.69 

5.3 

4.6 

1.12 
1.12 

3.4 
3.1 

5.7 
4.9 

1.17 
1.15 

2.3 
2.0 

0.54 
0.53 

Zll 

gft 

ili 

Ps 

11.5 
9.8 

3.36 

2.86 

4.6 
3.9 

1.17 
1.16 

3.0 
2.6 

4.8 
3.9 

1.19 
1.17 

1.9 
1.6 

0.55 
0.54 

Z  10 

!* 

IS 

a 

8.5 
6.7 

2.48 
1.97 

3.6 
2.9 

1.21 
1.21 

2.4 
1.9 

3.6 

2.8 

1.21 

1.19 

1.4 
1.1 

0.56 
0.55 

154 


ELEMENTS    OF    SECTIONS 


ELEMENTS  OF  H  BEAMS 

2 

3 

,  ' 
—  1 

^  -s 

2 

Section 
Index 

Depth 
of 
Beam 

Weight 
Foot 

Area 
of 
Section 

Width 
of 
Flange  c 

Thick- 
ness 
f  Web 

Axis  1-1 

Axis  2-2 

I 

r          S 

I           r 

S 

In 

Lbs 

IP  2 

In 

In. 

In* 

In         In3 

In.*         In. 

In8 

H4 
H3 
H2 
H  1 

8 
6 
5 
4 

34.0 
23.8 

18.7 
13.6 

10.00 
7.00 
5.50 
4.00 

8.0 
6.0 
5.0 
4.0 

.375 
.313 
.313 
.313 

115.4 
45.1 
23.8 
10.7 

3.40     28.9 
2.54      15.0 
2.08        9.5 
1.63        5.3 

35.1      1.87 
14.7      1.45 
7.9     1.20 
3.6     0.95 

8.8 
4.9 
3.1 
1.8 

ELEMENTS  OF  CROSS  TIES 

1                            I'l                                  T 

g  — 

2  —  ,  * 

\2 

Section 
Index 

Depth 
of 
Sec- 
tion 

Wt. 
Foot 

Area 
of 
Sec- 
tion 

Width  of 
Flange 

Thick- 
ness 
of 
Web 

Axis  1-1 

Axis  2-2 

I 

r          S 

K        I         r 

S 

Top 

Bottom 

In. 

Lbe. 

In.2 

In. 

In. 

In. 

In.* 

In.       In.8     lr 

i.      In.*      In. 

In.3 

M21 
M25 
M24 

5.50 
4.25 
3.00 

20.0 
14.5 
9.5 

5.71 

4.10 
2.80 

4.5 
4.0 
3.0 

8.0 
6..0 
5.0 

.250 
.250 
.203 

30.9 
13.0 
4.3 

2.33     9.7     2. 
1.78     5.5     1. 
1.24     2.5     1. 

53    14.9    1.62 
38      6.1    1.22 
27      3.1    1.05 

3.7 
2.0 
1.2 

(r 

j2 

I1' 

I 

\2 

Section 
Index 

Depth 
of 

Sec- 
tion 

Wt. 
Foot 

Area 
of 
Sec- 
tion 

Width  of 
Section 

Thick- 
ness 

Axis  1-1 

Axis  2-2 

I 

r         S        2 

c        I         r 

S 

Top 

Botton 

In. 

Lbe. 

In.2 

In. 

In. 

In. 

In* 

In.      In.s      i! 

i.      ID.*      In. 

In.3 

M27 
M20 

2.25 
2.00 

9.0 
6.0 

2.62 
1.72 

5.5 
4.5 

7.0 
6.0 

.250 
.313 

1.3 
0.71 

0.70   0.79   0.( 
0.64    0.50    0.< 

53    16.8    2.53 
>9      8.4    2.22 

4.8 
2.8 

155 


CARNEGIE    STEEL    COMPANY 


ELEMENTS  OF  BULB  BEAMS 

|2 

| 

"I1 

't-y-J.2 

Depth 

Wt. 

Area 
_  r 

Width 

Thick- 

Axis  1-1 

Axis  2-2 

Section 
Index 

of 
Beam 

Foot 

ot 

Sec- 
tion 

of 

Flange 

ness 
of 
Web 

I 

r 

S 

X 

I 

r 

S 

y 

In. 

Lbs. 

In.2 

In. 

In. 

In* 

In. 

In.3 

In. 

In.* 

In. 

In.3 

In. 

B  100 

10 
10 

36.G 
28.1 

10.62 
8.12 

5.500 
5.250 

0.625 
0.375 

140.4 
118.6 

3.64 
3.82 

25.3 
20.7 

4.45 

4.28 

7.6 
6.3 

0.84 
0.88 

2.8 
2.4 

2.75 
2.63 

9 

30.1 

8.835.125'0.563 

9£ 

,.s 

3.29 

19.4 

4.06 

5.4 

0.78 

2.1 

2.56 

B  101 

9 

24.3 

7.154.938 

0.375 

84.0 

3.43 

16.6 

3.95 

4.6 

0.80 

1.9 

2.47 

Bi  no 

8 

24.2 

7.11 

5.156 

0.469 

62.8 

2.97 

14.1 

3.54 

4.5 

0.79 

1.7 

2.58 

iUz 

8 

20.0 

5.86 

5.0000.313 

55.6 

3.08 

12.2 

3.43 

3.9 

0.82 

1.6 

2.50 

B-i  A.Q 

7 

23.3 

6.855.0940.531 

45.5 

2.57 

11.7 

3.11 

4.3 

0.79 

1.7 

2.55 

lUo 

7 

18.1 

5.324.8750.313 

3£ 

,.<s 

2.70 

9.7 

2.98 

3.6 

0.82 

1.5 

2.44 

B  105 

6 
6 

17.2 
14.0 

5.00'4.5240.430 
4.114.37510.281 

24.4 
21.6 

2.20 

2.28 

7.2 
6.1 

2.61 
2.46 

2.7 
2.2 

0.73 
0.72 

1.2 

1.0 

2.26 
2.19 

ELEMENTS  OF  BULB  ANGLES 

ri2 

l  — 

hr 

y  i 

Section 
Index 

Depth 
of 
Angle 

Wt. 
Foot 

Area 
of 
Sec- 
tion 

Width 
of 
Flange 

Thick- 
ness 
of 
Web 

Axis  1-1 

Axis  2-2 

I 

r 

S 

X 

I 

r 

S 

y 

In. 

Lbs. 

In.2 

In. 

In. 

In* 

In. 

In.3 

In. 

In.* 

In. 

In.3 

In. 

Bl30a 

10 

32.0 

9.41 

3.500 

0.625 

116.0 

3.51 

21.6 

4.62 

6.2 

0.82 

2.3 

0.77 

B130 

10 

26.6 

7.80 

3.500 

0.484 

104 

.2 

3.66 

19.9 

4.75 

5.0 

0.80 

1.8 

0.72 

B131 

9 

21.8 

6.41 

3.500 

0.438 

6£ 

.:$ 

3.33 

14.5 

4.21 

4.3 

0.82 

1.5 

0.72 

B132 

8 

19.3 

5.66 

3.500 

0.406 

48.8 

2.95 

11.7 

3.83 

3.7 

0.81 

1.3 

0.71 

B141 

7 

20.0 

5.81 

3.000 

0.500 

36 

.(> 

2.51 

10.0 

3.34 

2.9 

0.71 

1.3 

0.70 

B133 

7 

18.3 

5.37 

3.000 

0.438 

34.9 

2.56 

9.6 

3.36 

2.6 

0.69 

1.1 

O.G8 

B140 

7 

16.1 

4.71 

3.000 

0.344 

32 

.2 

2.61 

8.7 

3.30 

2.7 

0.76 

1.2 

0.72 

B134 

6 

17.3 

5.06 

3.000 

0.500 

23.9 

2.16 

7.6 

2.84 

2.5 

0.70 

1.1 

0.71 

B142 

6 

15.0 

4.38 

3.000 

0.406 

21 

.1 

2.19 

6.7 

2.84 

2.3 

0.72 

1.0 

0.69 

B135 

6 

13.8 

4.04 

3.000 

0.375 

20.1 

2.21 

6.6 

2.96 

1.9 

0.69 

0.82 

0.65 

B136 

6 

12.4 

3.62 

3.000 

0.313 

IS 

.c» 

2.28 

5.7 

2.71 

1.8 

0.70 

0.75 

0.64 

B137 

5 

10.0 

2.94 

2.500 

0.313 

10.2 

1.86 

4.1 

2.49 

0.95 

0.57 

0.49 

0.57 

B122 

4 

14.3 

4.21 

3.500 

0.500 

£ 

.7 

1.44 

3.7 

1.65 

3.9 

0.96 

1.5 

0.99 

B123 

4 

11.9 

3.48 

3.500 

0.375 

7.9 

1.50 

3.5 

1.77 

3.1 

0.94 

1.2 

0.94 

156 


ELEMENTS    OF    SECTIONS 


ELEMENTS  OF  TROUGH  PLATES 

b 

ti 

-| 

I 

f 

•yf^ 

^ 

^ 

>—  — 

Dinw 

nsions                         Wei 

•hi 
,1 

Area 
of 
Section 

Axis  1-1 

Section 
Index        a           b           ( 

1            t           ti        Fot 

I 

r 

S 

X 

In.         In.          I 

n.         In.         In.        Lbs. 

In.2 

In.* 

In. 

In.  « 

In. 

M  14       9J^        5          2 
M  13       9J4         5          3 
M  12       QYZ        5          3 
M  11       9J4        5          3 
M  10       9H        5          3 

SA        %          %        23.2 

y±     H       i*      21.4 

%        ^          ^         19.7 
M        A           39-f         18.0 
H         1A          H        16.3 

6.82 
6.30 
5.79 
5.28 

4.78 

5.5 
5.0 
4.6 
4.1 

3.7 

0.90 
0.90 
0.90 
0.91 
0.91 

2.2 
2.0 
1.8 
1.6 
1.4 

1.21 
1.19 
1.16 
1.12 

1.08 

ELEMENTS  OF  CORRUGATED  PLATES 

,  1           ^^~^-^ 

^ 

i 

tj::pz£^     r;- 

Dime 

nsions                         Wei| 

M 

•ht 
">t 

Area 
of 
Section 

Axis  1-1 

Section 
Index        a           b           < 

1           t           r        Fo< 

I 

r 

S 

X 

In.         In.         I 

n.          In.         In.         Lbs. 

In.2 

In.* 

In. 

In.3 

In. 

M  35      12r3s      7T38        2 
M  34      12  A      7  A        2 
M  33      12A      7fs        2 
M  32        8^      5H        1 
M  31        8%      5H        1 
M  30        8%      5J^        1 

%          Y*         3y8      23.7 
1?         i7a          3K      20.8 
M          %         3H      17.8 
%          H         3%      12.0 

I9a              T5S              3^         10.1 

^          }4         35i        8.1 

6.97 
6.10 
5.22 
3  53 
2.96 
2.38 

6.8 
5.8 
4.8 
1.3 
0.95 
0.64 

0.99 
0.98 
0.96 
0.62 
0.57 
0.52 

4.5 
3.9 
3.3 
1.4 
1.1 
0.80 

1.34 
1.32 
1.31 
0.74 
0.72 
0.70 

ELEMENTS  OF  U.  S.  STEEL  SHEET  PILING  SECTIONS 
\~7^\            M  104                                           M  103 

i^ky 

^i  " 

f     \ 

I 

b                               -*| 

Di 

mansions 

Weight 
per 

Area 
of 

Axis  1-1 

Section 
Index          a            b 

c           d           t 

Foot 

Section 

I 

r 

S 

In.          In. 

In.          In.          In. 

Lbs. 

In.2 

In* 

In. 

In.8 

M  104     13U        12V4 
M  103       Q%         9 

2A        iH        M 

38 
16 

11.24 
4.71 

8.3 
1.5 

0.87 
0.56 

4.3 
1.1 

157 


CARNEGIE    STEEL    COMPANY 


ELEMENTS  OF  A.  S.  C.  E.  AND  LIGHT  RAILS 

hr 

. 

^         d 

^55U-^_-_-if 

X 

12'Rad. 

V 

j, 

•. 

1 

"4^°^ 

£               .1                                   4.             /    J          i        * 

J 

Section 
Index 

Weight 
per  Yard 

Area 
of 
Section 

Dimensions 

Axis  1-1 

a 

b 

c 

d 

e 

f 

g 

h 

I 

r 

S 

X 

Pounds 

In.2 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In. 

In* 

In. 

In.s 

Ins. 

*110A 

110 

10.80 

6K 

6K 

2% 

lit 

344 

1 

II 

~m 

55.2 

2.26 

17.2 

2.92 

100A 

100 

9.84 

5% 

SM 

2M 

143 

3S64 

ii 

Tff 

2r%55 

44.0 

2.11 

14.6 

2.73 

95A 

95 

9.28 

5l95 

5!9B 

2H 

111 

2  SI 

Ii 

I95 

2A58 

38.8 

2.05 

13.3 

2.65 

90A 

90 

8.83 

5% 

5% 

2^ 

145 

IS 

A 

2A8s 

34.4 

1.97 

12.2 

2.55 

85A 

85 

8.33 

5T3B 

5T35 

2T% 

lit 

2M 

SI 

I95 

245 

30.1 

1.90 

11.1 

2.47 

80A 

80 

7.86 

5 

5 

2^ 

1M 

2^ 

H 

11 

2/5 

26.4 

1.83 

10.1 

2.38 

75A 

75 

7.33 

4ii 

4*1 

24i 

IH 

2  IS 

§2 

41 

2i¥g 

22.9 

1.77 

9.1 

2.30 

70A 

70 

6.81 

4K 

4% 

2/5 

144 

2ii 

it 

If 

2S34 

19.7 

1.70 

8.2 

2.22 

65A 

65 

6.33 

4/5 

4/5 

241 

Ia95 

2ys 

If 

H 

Ifi 

16.9 

1.63 

7.4 

2.14 

60A 

60 

5.93 

4M 

4M 

2^ 

1A 

24J 

M 

ii 

liil 

14.6 

1.57 

6.6 

2.05 

55A 

55 

5.38 

4  A 

4r15 

2K 

141 

241 

§i 

4f 

liii 

12.0 

1.50 

5.7 

1.97 

50A 

50 

4.87 

3% 

3K 

2K 

IK 

2/5 

ii 

A 

Iff 

9.9 

1.43 

5.0 

1.88 

45A 

45 

4.40 

314 

3H 

2 

IA 

114 

ii 

*I 

111- 

8.1 

1.36 

4.3 

1.78 

40A 

40 

3.94 

3J^ 

3K 

IK 

IB? 

ifi 

% 

§1 

Iffa 

6.6 

1.29 

3.6 

1.68 

35A 

35 

3.44 

3/5 

3T55 

1M 

Ii 

ill 

Ii 

II 

I4f 

5.2 

1.23 

3.0 

1.60 

30A 

30 

3.00 

3K 

3K 

IH 

K 

ill 

41 

H 

Iff 

4.1 

1.16 

2.5 

1.52 

25A 

25 

2.39 

2M 

2M 

IM 

SS 

in 

M 

i! 

ii¥s 

2.5 

1.02 

1.8 

1.33 

20A 

20 

2.00 

2% 

2% 

144 

II 

1M 

A 

M 

141 

1.9 

0.99 

1.4 

1.27 

16A 

16 

1.55 

2% 

2M 

141 

M 

ill 

K 

A 

lyls 

1.2 

0.89 

1.0 

1  15 

14A 

14 

1.34 

2A 

2A 

IA 

K 

Is35 

44 

M 

11 

0.76 

0.75 

0.73 

1.02 

12A 

12 

1.18 

2 

2 

i 

IB 

1;J32 

44 

A 

f| 

0.66 

0.75 

0.63 

0.96 

10A 

10 

0.96 

1M 

1M 

if 

II 

ii 

41 

A 

II 

0.40 

0.65 

0.46 

0.87 

8A 

8 

0.77 

IA 

1A 

H 

4$ 

& 

A. 

H 

0.26 

0.58 

0.32 

0.75 

*Not  rolled  by  Carnegie  Steel  Company. 

158 


ELEMENTS    OF    SECTIONS 


ELEMENTS  OF  A.  R.  A.  RAILS 

<s~^ 

1-7  
4*f^ 

J 
»! 

d 

| 

_± 

.    l/Rad. 

i 
~     e    a 

h 

^~~t~^~l 

~L 

! 

h                              -** 

SERIES  A. 

Section 
Index 

Weight 
per  Yard 

Area 
of 

Section 

Dimensions 

Axis  1-1 

a      b 

C 

d      e      1 

g      h 

I         r        S         x 

Pounds 

Ins.2 

In.    In. 

In. 

In.    In.    I 

a.    In.    In. 

In.*      In.       In.8       In. 

100RA 
90RA 
80RA 
*70RA 
*60RA 

100 
90 
80 
70 
60 

9.84 
8.82 
7.86 
6.82 
5.86 

6       5% 

4jd  4 

2  A 
2M 

141  3352   1 
1H2« 

A  A  2}« 

A  2§f 

14  »  2A 

§1  J*   24f 
H  M  2*i 

48.9    2.23    15.1    2.75 
38.7    2.09    12.5    2.54 
28.8    1.91    10.2    2.31 
21.1    1.76      8.3    2.20 
15.4    1.62      6.5    2.13 

*Not  rolled  by  Carnegie  Steel  Company 

3-'f~~ 

l'l  
Jt^J 

-c 

1 

"  i 

^ 

. 

j 

,_I2Rad.    _ 
---4__! 

,.i.._i 

"1 
e    a 
-  4 

"T*i 

!. 

SERIES  B. 

Section 
Index 

Weight 
per  Yard 

Area 
of 
Section 

Dimensions 

Axis  1-1 

a     b 

c 

d      e 

f      g     h 

I         r         S         x 

Pounds 

In.2 

In.    In. 

In. 

In.    In.    I 

a.    In.    In. 

In.*      In.       In.*       In. 

100RB 
90RB 
80RB 
*70RB 
*60RB 

100 
90 
80 
70 
60 

9.85 
8.87 
7.91 
6.89 

5.87 

2  A 

HI  2§|  1 

li!  2%  l 
14!  241  1 

&  A  244' 
H  24} 

^  ii   ifl 

41.3    2.05    13.7    2.63 
32.3    1.91    11.5    2.45 
25.1    1.78      9.4    2.27 
18.6    1.64      7.8    2.16 
13.3    1.51      6.0    1.95 

*Not  rolled  by  Carnegie  Steel  Company. 

159 


CARNEGIE  STEEL  COMPANY 


MOMENTS  OF  INERTIA  OF  RECTANGLES 

IN  WIDTHS  FROM  */£  TO  %  INCH  AND  1  INCH 

1 

l 

Neutral  Axis  Through  Center  Normal  to  Depth 

This  and  the  following  table  may  be  used  in  computing  the 
Moments  of  Inertia  of  Plate  Girders,  Columns  and  other  com- 
pound sections  in  which  plates  are  used;  see  pages  140  and  141  . 

- 

11 

Width,  Inches 

H 

IEo 

H 

16 

y2 

A 

5A 

1 

1 

2 
3 
4 

.021 
.167 
.563 
1.333 

.026 
.208 
.703 
1.667 

.031 
.250 

.844 
2.000 

.037 
.292 
.984 
2.333 

.042 
.333 
1.125 
2.667 

.047 
.375 
1.266 
3.000 

.052 

.417 
1.406 
3.333 

.083 
.667 
2.250 
5.333 

5 
6 

7 
8 
9 

2.604 
4.500 
7.146 
10.667 
15.188 

3.255 
5.625 
8.932 
13.333 

18.984 

3.906 
6.750 
10.719 
16.000 
22.781 

4.557 

7.875 
12.505 
18.667 
26.578 

5.208 
9.000 
14.292 
21.333 
30.375 

5.859 
10.125 
16.078 
24.000 
34.172 

6.510 
11.250 
17.865 
26.667 
37.969 

10.417 
18.000 
28.583 
42.667 
60.750 

10 
11 
12 
13 
14 

20.833 
27.729 
36.000 
45.771 
57.167 

26.042 
34.662 
45.000 
57.214 
71.458 

31.250 
41.594 
54.000 
68.656 
85.750 

36.458 
48.526 
63.000 
80.099 
100.042 

41.667 
55.458 
72.000 
91.542 
114.333 

46.875 
62.391 
81.000 
102.984 
128.625 

52.083 
69.323 
90.000 
114.427 
142.917 

83.333 
110.917 
144.000 
183.083 
228.667 

15 
16 
17 
18 
19 

70.313 
85.333 
102.354 
121.500 
142.896 

87.891 
106.667 
127.943 
151.875 
178.620 

105.469 
128.000 
153.531 
182.250 
214.344 

123.047 
149.333 
179.120 
212.625 
250.068 

140.625 
170.667 
204.708 
243.000 
285.792 

158.203 
192.000 
230.297 
273.375 
321.516 

175.781 
213.333 

255.885 
303.750 
357.240 

281.250 
341.333 
409.417 
486.000 
571.583 

20 
21 
22 
23 
24 

166.667 
192.938 
221.833 
253.479 
288.000 

208.333 
241.172 
277.292 
316.849 
360.000 

250.000 
289.406 
332.750 
380.219 
432.000 

291.667 
337.641 
388.208 
443.589 
504.000 

333.333 

385.875 
443.667 
506.958 
576.000 

375.000 
434.109 
499.125 
570.328 
648.000 

416.667 
482.344 
554.583 
633.698 
720.000 

666.667 
771.750 
887.333 
1013.917 
1152.000 

25 

26 
27 
28 
29 

325.521 
366.167 
410.063 
457.333 
508.104 

406.901 
457.708 
512.578 
571.667 
635.130 

488.281 
549.250 
615.094 
686.000 
762.156 

569.662 
640.792 
717.609 
800.333 

889.182 

651.042 
732.333 
820.125 
914.667 
1016.208 

732.422 
823.875 
922.641 
1029.000 
1143.234 

813.802 
915.417 
1025.156 
1143.333 
1270.260 

1302.083 
1464.667 
1640.250 
1829.333 
2032.417 

30 
32 
34 
36 
38 

562.500 
682.667 
818.833 
972.000 
1143.167 

703.125 
853.333 
1023.542 
1215.000 
1428.958 

843.750 
1024.000 
1228.250 
1458.000 
1714.750 

984.375 
1194.667 
1432.958 
1701.000 
2000.542 

1125.000 
1365.333 
1637.667 
1944.000 
2286.333 

1265.625 
1536.000 
1842.375 
2187.000 
2572.125 

1406.250 
1706.667 
2047.083 
2430.000 
2857.917 

2250.000 
2730.667 
3275.333 
3888.000 
4572.667 

40 

42 
44 
46 
48 

1333.333 
1543.500 
1774.667 
2027.833 
2304.000 

1666.6672000.000 
1929.3752315.250 
2218.3332662.000 
2534.7923041.750 
2880.0003456.000 

2333.333|2666.667 
27O1.  12513087.  000 
3105.  66713549.333 
3548.7084055.667 
4032.0004608.000 

3000.000 
3472.875 
3993.000 
4562.625 
5184.000 

3333.333 
3858.750 
4436.667 
5069.583 
5760.000 

5333.333 
6174.000 
7098.667 
8111.333 
9216.000 

50 
52 
54 
56 
58 
60 

2604.167 
2929.333 
3280.500 
3658.667 
4064.833 
4500.000 

3255.208 
3661.667 
4100.625 
4573.333 
5081.042 
5625.000 

3906.250 
4394.000 
4920.750 
5488.000 
6097.250 
6750.000 

4557.2925208.333 
5126.333J5858.667 
5740.8756561.000 
0402.6677317.333 
7113.4588129.667 
7875.000l9000.000 

5859.375 
6591.000 
7381.125 
8232.000 
9145.875 
10125.000 

6510.417 
7323.333 
8201.250 
9146.667 
10162.083 
11250.000 

10416.667 
11717.333 
13122.000 
14634.667 
16259.333 
18000.000 

160 


ELEMENTS   OF  SECTIONS 


MOMENTS  OF  INERTIA  OF  RECTANGLES 
IN  WIDTHS  OF  1  INCH 

Neutral  Axis  Through  Center  Normal  to  Depth 

To  obtain  the  Moment  of  Inertia  of  any  rectangle,  multiply 
the  tabular  value  for  its  depth  by  its  width  in  inches.  For  deeper 
rectangles  of  tabular  thickness,  multiply  the  tabular  values  for 
half  their  depth  by  8 ;  or  for  one-third  their  depth  by  27,  etc. 


1302.083  31  {2482.583 
£2512.737 
2543.132 
2573.771 
2604.656 
2635.787 
2667.165 
2698.792 
[2730.667 


148.547 
153.189 
157.926 
162.760 
167.692 
4  172.723 
77.853 


496.195 
506.533 
517.012 
527.635 
538.403 
549.317 
560.376 


30.142 
31.757 
33.428 
35.156 

•M>.  944 
38.790 
40.698 


188.416 
193.850 
199.389 
205.031 
210.779 
216.634 
222.596 


44.698 
46.793 
48.952 
51.177 
53.468 
55.827 
5S.254 


234.847 
241.137 
247.538 
254.052 
260.679 
267.421 
274.277 


y&  1485.893 

1507.324, 

1528.961 

y2  1550.802  I 

'1572.851 

1595.108 

1617.575 


281.250 
288~340 
295.548 
1 302.875 
1310.323 
317.891 
325.582 
333.396 


63.317 
65.954 
68.665 
71.448 
74.305 
77.238 
80.247 


1^1663.136 
1686.236 


2.543 
2.861 
3.204 
3.573 
3.970 
4.395 
4.849 


5.849 
6.397 
6.978 
7.594 
8.244 
8.931 
9.655 


sr,.4'.»s 
89.741 
93.064 
96.469 
99.955 
103.525 
107.178 


349.396 
357.585 
365.900 
K  374.344 
382.916 
391.618 
400.452 


11.218 
12.059 
12.941 
13.865 

14.832 
15.843 
16.898 


!1640.250  33  2994.750 
H3028.911 
M  3063.329 

1709.5471    3^3098.009 
1733.0731     H3132.948 
1756.814      5^3168.150 
1780.770      %  3203. 614 
872.294|j    %  1804.9431    %  3239.341 
887.333!  28    1829.333  34   3275.333 
^3311.592 


U 1853. 943 
M1878.773: 
3^1903.823 
y2 1929. 094 
ys  1954.5881 
%  1980.3051 
y8  2006.249! 


Si33S4.909 
1^3421.969 
5^3459.300 
%  3496.900 
K3534.772T 


2032.41735   13572.917 


^2058.811 
^2085.434 
421 12.285 
^2139.365 
^2166.676! 
^2194.218 

^1134.094!!    ^2221.992 

24   1152.000;30    2250.00036    3888.000 


^3611.334 
1^3650.027 
^3688.994 
y,  3728. 240 
5^3767.763 
^3807.561 
?$  3847.641 


161 


CARNEGIE    STEEL    COMPANY 


-1 

H< 
Ai 

3L1 

IE  A 

Ar 
RE 

X>W  ROUND  SI 

3    AND    RADII    OF 

7r(D2-d2) 

ACTIONS 

GYRATION 

0.7854  (D2- 

i2)  sq.  in. 
in. 

"1 

Q 

p 

ea  
idius  of 

4 
gyrati 

4 

Dia. 
Inches 

QQ 

Thickness  in  Inches 

1% 

iya 

1% 

1% 

1% 

2 

* 

He 

s/s 

1/a 

l>8 

94 

'/8 

1 

14* 

1/4 

2 

A 
r 

1.37 
_0_63 

1,6 
0.61 

_ 

— 



—  j  

— 

—  !  —  :  — 

3 
4 

A 

r 

2.16 
0~98 

2.64| 
0.96 

i  ~| 
~|      .                      !  ~ 

A 

r 

2.95 
L33 

3.62 
1.31 

4.27 
1.29 

5.50 
1.25 

8.59 
1.56 







- 



5 

A 

r 

3.73 
1.68 

4.60 
L66 

5.45 
1.64 

7.07 
1.60 

10.01 
1.53 

- 

14.09 
1.84 
16.84 
2.19 

~ 

_____ 





6 

7 

A 
r 
A 
r 

4.52 
2.03 
5.30 
2.39 

5.58 
2.01 
6.57 
2.37 

6.63 
1.99 
7.80 
2.35 

8.6410.5512.37 
1.951  1.91   1.88 
10.21,12.52,14.73 

15.71         i 

T80|—  _ 

18.85!  20.  76  22.58 
2.15  2.12^2.08 





8 

A 
r 

6.09 
2.74 

7.55 
2.72 

8.98 
2.70 
10.16 
_ap_5 
11.34 
~3Tl 

11.78 

14.4817.08 
2.62  2.58 

1  9.59121.99  24.30|26.51 
2-54|  2.50  2^46  2.43 

28.62 
2.39 

30.03 
2.36 

— 



9 

A 
r 

6.87 
3.09 

8.53 
3.07 

Tol 

14.92 
3.36 

16.4419.44 
2.97  2.93 

22.33 
2.89 

25.13!2783 
2.85  1781 

30.43 
2.78 
34.36 
Tl3 

32.94 
2.74 
37.26 
a"09 

35.34 
2.70 

37.65 
2.67 

39.86 
2.64 

1786 
2.95 

10 

A 
r 

7.66 
3.45 

9.51 
3.43 

18.41|21.79  25.08]28.27:31.37 
3.32  3.28  3.24  3.20|  3.16 

40.06 
3^5 

42.76 
3.02 
47.86 
3.36 

45.36 
2.98 
50.85 
3.33 

50.27 
2.92 

11 

A 
r 

8.44'10.4912.52  16.49  20.37!24.15 
3.80  3.78  3.76  3.72  3.67^63 

27.83 
3.59 

31.4234.9038.29 
3.55  3.51  3.48 
34.56!38.44:41.22 

41.58 
3:44 

44.77 
~3.40 

53.75 
3.29 

56.55 
3.26 

12 

A 

9.23 

11.47 

TT3 

1216 

13.7018.06 

22.33 
Ip_3 
24.30 
T3_8 
26.26 

I&23 
T09 
301_9 
J.44 

32.15 

IT? 

w> 

m 

6.50 

38.04 
6.85 

26.51 

30.58 

45.90 

49.48 

52.97 

56.35 
3.68 
61.85 

59.64 

62.83 
3."61 

r 

1001 

14.11 
14.87 

4.07 

3.99 

3.95 

3.91 

3.87 
41.97 

3.83 
46.14 

3.79 

3.75 

3.71 

3.64 

13 

A 
r 
A 
r 

19.63 

28.86 

33.3337.70 

50.22 

54.19 

58.07 

65.53 

69.12 

4.51  4.49|  4.471  4.42 
10.8013.44:16.0521.21 
4.86  4.84  4.82  4.78 

4.34 
31.22 
4.69 

4.30  4.26|  4.22 
86.0840.84:45.50 
4.65  4.61  4.57 

4.18 
50.07 
4.53 

4.14 
54.54 
4.49 

4.10 
58.91 
4.45 

4.06 
J53.18 
4.41 

4.03 
67.35 
4.38 

5.99 
71.42 
4.34 

3.95 
75.40 
4.30 
81.68 
4.65 
87.97 
5.00 
94.25 
5.35 
100.53 
5.70 
106.82 
6~.05 
113.10 
6.40 

14 

15 
10 
17 
18 
19 
20 

A 
r 
A 
r 
A 
r 
A 

1 

A 

r 

1  1.58  14.421  17.23  22.  78 
5.22  5.19  5.17  5.13 
12.37  15.40  18.4  1;24.35 
^5.57  5.55  5.53  5.48 
1  3.1  6'1  6.38  19.59  25.92 
5.92  5.90  5.88|~5l4 
1  3.9417.36120.76  27.49 
6.28  6.25  6.23  6.19 
14.7318.3521.9429.06 
6.33  6.61  6.59  6.54 
15.5119.3323.1230.63 
6.981  6.961  6.94!  6.90 

33.5838.83 
5.05  5.00 
35.93  41.58 
5.40  5.36 
38.2944.33 
T75   5.71 
40.6447.07 
6.10   6.06 
43.0049.82 
6.46   6.42 
45.36  52.57 
6.81    6.77 

43.98!49.04:54.00 

47l21|52!5757l2 
5.32  5.27  5.23 
50.2756.1161.85 
5.67  5.63^59 
53.4159.6465.78 
6.02^98  5^94 
56.55!63.18  69.70 
6.37  6.33  6.29 
59.69  66.71  73.63 
6.731  6.691  6.64 

58.86 
4.84 
63.18 
5.19 
67.50 
"5.55 
71.82 
5.90 
76.13 
6.25 
80.45 
6.60 

63.62 
4.80 
68.33 
5.15 
73.04 

77.75 
5^86 
82.47 

87.18 
6.56 

68.28 
4.76 
73.39 

5.n 

78.49 
5747 
83.60 
5.82 
88.70 
6.1  7 
93.81 
6.52 

72.85 
4.73 

77.31 
4.69 
83.20 
5.04 
89.09 
5.39 
94.98 
5.74 
100.87 
6.09 
[06.77 
6.44 

78.34 
5.08 
83.84 
5.43 
89.34 
5.78 

94.84 
6.13 
100.33 
6.48 

162 


ELEMENTS     OF     SECTIONS 


HOLLOW  SQUARE  SECTIONS 
AREAS  AND  RADII  OF  GYRATION 

Area  =  D2 — d2  sq.  in. 
Radius  of  gyration= 


12 


8.4411.0013.4415.7517.9420.00 


_&7l|  2.66J  2.62|  2.5?|  2.531  2.48J  2.44;  2.40 


18.4421.7524.9428.0030.9433. 


3.12J  3.07J  3.021  2.98  2.93J 


10.75 13.3615. 94!2 1.00  25.94  30. 75  35.44  40.00  44.44  48.75  52.94'  57.00   60.94'  64. 


4.3?|  4.34J  4.29;  4.24|  4.20J  4.151  4101  4.06  4.01 


1  I 


12 


14 


15 


20 


A   JLK;  14.61 17.44  23.00  28.44  33.75  38.94  44.00  48.94  53.75  5S.44 


.75!_170  4.65J  4.60:  4.56^  4.51  4.46:  4.42'    4.37| 


_  .        .        .:    .          . 

^2.75i  15.86!  18.94:25.00  30.94  36.  75  42.44  48.00  53.44  58.  75;  63.94 


_  . 

r      5.21J  5.18|  5.16|  5.11J  5.06J  5.01J  4.%|T92|1J7| 

*  27. 00  33.44  39. 75  45.94  52.00  57.94  63. 75j  69.44 


94J42.75  49.4456.0062.4468.75 
5.871  5.83J  5.78  5.73:  5.68J  5.64 
7552.9460.0066.9473.75 
6.41'  6.38'  6.33!  6.2«|  6.23!  6.1 9!  6.14:  6.09!  6.04 


_  ____.        .        .        . 

I(x75  20.86  24.94  33.00  40.94  48.75  56.44  64.00  71.44  7S.75 
6.79  6.74;  6.69!  6.64,  6.59|  6.54  6.50  6.45 


A    17.75  22.1126.4435.0043.4451.7559.9468.00  75.94  83.75 


7.25   7.22  7.20  7.15:  7.10|  7.05J  7.00  6.95!  6.90J  686 

Q  ?^9Q  Q£  0""  O  4  O~  AA  *r  n  t  r  i  ~r  r;o  i  t  ~o  AA  ori   i  i  no  -r 


A    18.75  23.36  27.94  37.00  45.94  54.75  63.44  72.00  80.44188.75 


r   |  7.66  7.63   7.61  7.56  7.51   7.46  7.41  7.3(>  7.31;  7.26 


5.59| 


80.44 
6.00 


KM 

6.40 


91.44 


6.81 


7.22 


05.00,112.94!  120.75 128.44,136.00 

7.17     7.12     7.08;    7.03     6.99 

75  24.61 29.44  39.00  48.44  57.75  66.94  76.00  84.94  93.75 1 02.44  111.00 119.44  12JT.75 1 35.941 44. 00 

7.58|    7.53J    7.49J    7.44J    7.39 


8.0li  7.96J  7.91)  7.87|  7.82)  7.771  7.72)  7.671    7.62 


3.80     3.76 

63JO!_67.44   71.75  75.94  80.00 
4.331    4.29    4.25!    4.20J    4.16 


69.00J  73.94|  78.75  83.441  88.00 


75-«_,__^_,___, 

4.97 

81.00   86.94   92.75,  98.44104.00 


5.55J    5.501 


5.41     5.37 


87.00,  93.44:  99.75:105.94.112.00 


5.95;    5.91; 


5.82     5.77 


93.00,  J9.94  106.75113.44120.00 
'6.36     6.31!    6.2?|    6.23'    6.18 


99O  106.44  113.75!  20.94  128.00 


6.72J    6.67J 


6.58 


163 


CARNEGIE    STEEL    COMPANY 


RADII  OF  GYRATION  FOR  TWO  EQUAL  ANGLES 

( 

2! 

2 

-Vi"  to  %" 

i"77^7 

,> 

i 

^  
I 

i! 

1 

J 

UL 

2 

Single  Angle 

Two 

Angles 

Radii  of  Gyration,  Inches 

o- 

Weight, 

A  -OQ 

Axis  2-2 

t?izc, 
Inches 

Pounds  j 
per  Foot  j 

Area, 
Inches- 

Axis  1-1 

In 

Contact 

/i"  Apart' 

W  Apart  y2"  Apart  34"  Apart 

8  x  8  xiy8 

56.9 

33.46 

2.42 

3.42 

3.51 

3.55 

3.60 

3.69 

T6 

42.0 

24.68 

2.46 

3.37 

3.46 

3.50 

3.55 

3.64 

Yi 

26.4 

15.50 

2.50 

3.33 

3.41 

3.45 

!     3.50 

3.59 

6x6x1 

37.4 

22.00 

1.80 

2.59 

2.68 

2.72 

2.77 

2.87 

i  1 

26.5 

15.56 

1.83 

2.54 

2.63 

2.67 

2.71 

2.81 

iHs 

14.9 

8.72 

1.88 

2.49 

2.58 

2.62 

2.66 

2.75 

5x5x1 

30.6 

18.00 

1.48 

2.19 

2.28 

2.33 

2.38 

2.47 

i  1 

21.8 

12.80 

1.51 

2.13 

2.22 

2.26 

2.31 

2.40 

3^ 

12.3 

7.22 

1.56 

2.09 

2.17 

2.21 

2.26 

2.35 

4  x  4  xi| 

19.9 

11.68 

1.18 

1.75 

1.85 

1.89 

1.94 

2.04 

M 

6.6 

3.88 

1.25 

1.66 

1.75 

1.79 

1.84 

1.93 

3i^x3?^x}| 

17.1 

10.06 

1.02 

1.55 

1.65 

1.70 

.75 

1.85 

14 

5.8 

3.38 

•1.09 

1.46 

1.55 

1.59 

.64 

1.73 

3  x  3  x5/8 

11.5 

6.72 

0.88 

1.32 

1.41 

1.46 

.51 

1.61 

4.9 

2.88 

0.93 

1.25 

1.34 

1.38 

.43 

1.53 

2j^x2  J^xH 

7.7 

4.50 

0.74 

1.09 

1.19 

1.24 

.29 

1.39 

M 

4.1 

2.38 

0.77 

1.05 

1.14 

1.19 

.24 

1.34 

2x2  x/s 

5.3 

3.12 

0.59 

0.88 

0.98 

1.03 

1.08 

1.19 

y 

3.19 

1.88 

0.61 

6.85 

0.94 

0.99 

1.04 

1.14 

This  table  and  the  two  following  are  employed 

in  computing  the  safe 

resistance  to  comprc 

ssive  stress  of  two  angle 

s,  back  1 

;o  back 

,  used  as 

a  strut 

or  as  the  compression  chord  of  a  roof  truss,  etc.,  as  follows: 

Obtain  from  the  compression  formula  in  use  the  allowed 

stress  per  square 

inch  corresponding  to  the  ratio  of  slenderness  of  the  section,  and  multiply 
that  value  by  the  area.     The  result  will  be  the  allowable  compressive  stress. 

Example  1.     Section  given.     Required  the  safe  load  in  compression  as  per 

formula  f  =19000—1 

00  1/r  on  a  strut  cornpo 

3ed  of  to 

vo  angl 

es  4"  x  4 

"  x  M   . 

back  to  back,  with  an  unsupported  length  of  9  feet. 

Area  of  Secton,  A  =3.  88  square  inches;  Least  Radius,  r  = 

1.25. 

Ratio  of  Slenderness,  1/r  =  9  x  12-^1.25=86.4. 

Allowed  Unit  Stress,  f  =  19000—  100  x  86.4  = 

=  10360  pounds 

per  square  inch. 

Safe  Load,  Af  =  3.88  x  10360=40200  pounds. 

Example  2.     Stress  given.     Required  a  section  for  a  member  in  compression 
12'  3"  long,  made  of  two  angles  separated  by  ^  inch  gusset  plates,  to  resist  a 

total  gtress  of  35000 

pounds;  ratio  of  slenderness  not  to  exceed  120. 

Assume  2  angles, 

5"  x  3"  x  r/i0",  long  legs,  back  to  back. 

Area  of  Section,  A 

=  4.80  square  inches;  Least  Radius,  r  =  l 

.26  inches. 

Ratio  of  Slendern 

ess.  1/r  =12.25x  12-J-1.2( 

)=  116.7 

Allowed  Unit  Stress,  f  =  19000-  100  x  116. 

7=7330 

pounds  per  square  inch. 

Safe  Stress,  Af  =4.80  x  7330  =  35200  pounds. 

In  the  first  case  the  least  radius  is  that  about  axis  1-1  ;  in  the  second  case 

about  axis  2-2;  in  al 

cases  the  least  radius  de 

.termine 

3  the  ra 

tio  of  sle 

nderness 

and  therewith  the  allowed  safe  compressive  stress.     In  all  cases  also 
angles  are  to  be  secured  together  by  stay  rivets  so  spaced  as  to  insure 
section  acts  as  a  unit.     The  ratio  of  slenderness  of  any  single  angle 
rivets  must  always  be  less  than  that  of  the  strut  or  compression  chord. 

the  two 
that  the 
between 

164 


ELEMENTS    OF    SECTIONS 


RADII  OF  GYRATION  FOR  TWO  UNEQUAL  ANGLES 

Long  Legs  Vertical 

2 

2 

*! 

*4"to*' 

1  

If? 

^~H 

P 

^                                           U|U 

2!                                                              2' 

Single  Angle 

Two 
Angles 

Radii  of  Gyration,  Inches 

Size, 
Inches 

Weight, 
Pounds 
per  Foot 

Inches2  j   A**81'1 

Axis  2-2 

In 

Contact 

M"  Apart 

%"  Apart 

l/z"  Apart 

%"  Apart 

8x6x1 

¥ 

44.2 
33.8 
20.2 

26.00 
19.88 
11.86 

2.49 
2.53 
2.57 

2.39 
2.35 
2.31 

2.48 
2.44 
2.39 

2.52 
2.48 
2.43 

2.57 
2.52 
2.48 

2.66 
2.61 
2.56 

8  X3H*| 

35.7 
27.5 
16.5 

21.00 
16.12 
9.68 

2.51 
2.55 
2.59 

1.26 
1.20 
1.15 

1.35 
1.29 
1.23 

1.40 
1.34 
1.28 

1.45 
1.39 
1.32 

1.55 
1.49 
1.41 

7  *3Kx£ 

32.3 
23.0 
13.0 

19.00 
13.50 
7.60 

2.19 
2.23 
2.27 

1.31 
1.25 
1.20 

1.40 
1.34 
1.28 

1.45 
1.39 
1.33 

1.50 
1.44 
1.37 

1.60 
1.53 
1.46 

6x4x1 

.It 

30.6 
21.8 
12.3 

18.00 
12.80 
7.22 

1.85 
1.89 
1.93 

1.60 
1.55 
1.50 

1.69 
1.63 
1.58 

1.74 
1.68 
1.62 

1.79 
1.73 
1.67 

1.89 
1.82 
1.76 

5x4  x% 
N 

28.9 
20.6 
9.8 

24.2 
11.0 

17.00 
12.12 
5.74 

14.22 
6.46 

1.85 
1.89 
1.95 

1.52 
1.59 

1.37 
1.31 
1.25 

1.66 
1.58 

1.47 
1.41 
1.33 

1.76 
1.66 

1.51 

1.45 
1.37 

1.80 
1.70 

1.56 
1.49 
1.42 

1.85 
1.75 

1.66 
1.60 
1.50 

1.95 
1.85 

5  x3K2x% 

22.7 
8.7 

13.34 
5.12 

1.53 
1.61 

1.42 
1.33 

1.51 
1.41 

1.56 
1.45 

1.61 
1.50 

1.71 
1  59 

5  x  3  x}| 
A 

19.9 
8.2 

11.68 
4.80 

1.55 
1.61 

1.18 
1.09 

1.27 
1.17 

1.32 
1.22 

1.37 
1.26 

1.47 
1.35 

4>^x  3  xli 

18.5 

7.7 

10.86 
4.50 

1.38 
1.44 

1.21 
1.13 

1.31 
1.22 

1.36 
1.26 

1.41 
1.30 

1.51 
1.40 

x3   2x}e 

18.5 

7.7 

10.86 
4.50 

1.19 
1.26 

1.50 
1.42 

1.59 
1.51 

1.64 
1.55 

1.69 
1.60 

1.79 
1.69 

4x3  x}| 

17.1 
5.8 

10.06         1.21 
3.38         1.28 

1.25 
1.16 

1.35 
1.24 

1.40 
1.28 

1.45 
1.33 

1.55 

1.43 

3^x  3  x}f 

15.8 
5.4 

9.24         1.04 
3.12         1.11 

1.30 
1.20 

1.40 
1.29 

1.45 
1.34 

1.50 

1.38 

1.60 
1.48 

2*M 

12.5 
4.9 

7.30 

2.88 

1.06 
1.12 

1.03 
0.95 

1.13 
1.04 

1.18 
1.09 

1.23 
1.13 

1.33 
1.23 

2XM 

9.5 
4.5 

5.56 
2.64 

0.91 
0.95 

1.05 
1.00 

1.15 
1.09 

1.20 
1.13 

1.25 
1.18 

1.35 
1.28 

3x2xj| 

7.7 
4.1 

4.50 
2.38 

0.92 
0.95 

0.80 
0.74 

0.89 
0.84 

0.94 
0.88 

l-.OO 
0.93 

1.10 
1.03 

XM 

6.8 
3.62 

4.00 
2.12 

0.75 
0.78 

0.84 
0.80 

0.94 
0.89 

0.99 
0.93 

1.04 
0.98 

1.15 
1.08 

165 


CARNEGIE   STEEL   COMPANY 


RADII  OF  GYRATION  FOR  TWO  UNEQUAL  ANGLES 

Short  Legs  Vertical 

2                                                                4jr-%"to%" 

JT                                                                 2 

Single  Angle 

Two 

Angles 

Radii  of  Gyration,  Inches 

Size, 
Inches 

Weight, 
Pounds 
per  Foot 

Area, 
Inches-' 

Axis  1-1 

Axis  2-2 

In 
Contact 

Ji"  Apart 

Ys"  Apart 

Yz"  Apart 

K"  Apart 

8x6x1 

44.2 

26.00 

1.73 

3.64 

3.73 

3.78 

3.83 

3.92 

¥ 

33.8 

19.88 

1.76 

3.60 

3.69         3.73 

3.78     ;     3.87 

20.2 

11.86 

1.80 

3.55 

3.64         3.68 

3.73     ;    3.82 

8  x3^x  1 

35.7 

21.00 

0.86 

4.04 

4.14         4.19 

4.24         4.34 

¥ 

27.5 

16.12 

0.88 

3.99 

4.09    ll    4.13 

4.18     |    4.28 

16.5 

9.68 

0.92 

3.93 

4.02     [    4.07 

4.12     \    4.22 

7  x3J4x  1 

32.3 

19.00 

0.89 

3.48 

3.58     <    3.63 

3.68 

3.78 

H 

23.0 

13.50 

0.92 

3.42 

3.52 

3.57 

3.62 

3.72 

^8 

13.0 

7.60 

0.96 

3.36 

3.46 

3.50 

3.55 

3.65 

6x4x1 

30.6 

18.00 

1.09 

2.85 

2.95 

2.99 

3.04 

3.14 

ii 

21.8 

12.80 

1.13 

2.79 

2.89 

2.93 

2.98 

3.08 

H 

12.3 

7.22 

1.17 

2.74 

2.83 

2.87 

2.92 

3.02 

6  x3Hx  1 

28.9 

17.00 

0.92 

2.92 

3.02 

3.07 

3.12 

3.22 

H 

20.6 

12.12 

0.95 

2.87 

2.96 

3.01 

3.06 

3.16 

9.8 

5.74 

1.00 

2.81 

2.90 

2.95 

3.00 

3.09 

5x4  xj^j 

24.2 

14.22 

1.14 

2.29 

2.38 

2.43 

2.48 

2.58 

% 

11.0 

6.46 

1.20 

2.20 

2.29 

2.34 

2.38 

2.48 

5  x3MxJ^ 

22.7 

13.34 

0.96 

2.3G 

2.45 

2.50 

2.55 

2.65 

is 

8.7 

5.12 

1.03 

2.26 

2.35 

2.39 

2.44 

2.54 

5x3  xig 

19.9 

11.68 

0.80 

2.42 

2.52 

2.57 

2.62 

2.72 

A 

8.2 

4.80 

0.85 

2.33 

2.42 

2.47 

2.52 

2.61 

4  MX  3  x}g 

18.5 

10.86 

0.81 

2.15 

2.25 

2.30 

2.35 

2.45 

i5« 

7.7 

4.50 

0.87 

2.06 

2.15 

2.20 

2.25 

2.34 

4  x3^x}g 

18.5 

10.86 

1.01 

1.81 

1.91 

1.96 

2.01 

2.11 

i8? 

7.7 

4.50 

1.07 

1.73 

1.81 

1.86 

1.91 

2.00 

4  x  3  x|g 

17.1 

10.06 

0.83 

1.88 

1.98 

2.03 

2.08 

2.18 

5.8 

3.38 

0.89 

1.78 

1.87 

1.92 

1.96 

2.06 

3^x  3  xfi 

15.8 

9.24 

0.85 

1.61 

1.71 

1.76 

1.81 

1.91 

M 

5.4 

3.12 

0.91 

1.52 

1.61 

1.65 

1.70 

1.80 

3Mx2^xH 

12.5 

7.30 

0.69 

1.6G 

1.75 

1.80 

1.86 

1.96 

M 

4.9 

2.88 

0.74 

1.58 

1.67 

1.71 

1.76 

1.86 

3  X2  i^x  ^ 

9.5 

5.56 

0.72 

1.37 

1.46 

1.51 

1.56 

1.66 

M 

4.5 

2.64 

0.75 

1.31 

1.40 

1.45 

1.50 

1.59 

3  x  2  x^ 

7.7 

4.50 

0.55 

1.42 

1.52 

1.57 

1.62 

1.72 

M 

4.1 

2.38 

0.57 

1.38 

1.47 

1.52 

1.57 

1.67 

2  MX  2  xM 

6.8 

4.00 

0.56 

1.15 

1.25 

1.30 

1.35 

1.46 

M 

3.62 

2.12 

0.59 

1.1.1 

1.20 

1.25 

1.30 

1.40 

166 


FLEXURE   FORMULAS 


STRESSES  IN  BEAMS 

In  the  application  of  the  principles  of  structural  mechanics  to 
determine  what  sections  should  be  used  safely  to  sustain  super- 
imposed loads  under  specified  conditions  of  loading,  it  is  necessary 
to  ascertain,  first,  the  effects  produced  on  the  structure  by  the  loads 
under  those  conditions;  second,  to  decide  what  unit  strength  the 
material,  the  use  of  which  is  contemplated,  has  to  resist  the  stresses 
produced  within  the  structure  by  the  loading;  and,  third,  to  select 
a  section  whose  section  modulus  is  equivalent  to  the  ratio  found  to 
exist  between  the  stresses  tending  to  cause  deformation  within 
the  structure  and  the  unit  strength  of  the  material  to  resist  them. 

Reactions.  In  the  simple  case  of  a  beam  supported  at  both  ends, 
each  support  reacts  with  an  upward  pressure  called  the  reaction 
of  the  support.  The  sum  of  these  two  reactions  is  equal  to  the  total 
load  on  the  beam. 

Shear.  The  loads  and  the  reactions  of  the  supports  are  vertical 
forces  tending  to  shear  or  cut  the  beam  across  and  the  stresses 
they  produce  within  the  beam  are,  therefore,  called  shearing 
stresses.  The  shear  at  each  support  is  equal  to  the  reaction  of 
the  support;  the  shear  at  any  point  between  the  supports  is  equal 
to  the  reaction  of  a  support  less  the  total  load  betvy-ccn  that 
support  and  the  point;  or,  if  the  reaction  acting  upward  is 
considered  as  positive  and  the  loads,  acting  downwards,  as 
negative,  the  shear  at  any  point  is  the  algebraic  sum  of  the 
vertical  forces  acting  on  the  beam  between  that  point  and  either 
support. 

If  such  a  simple  beam  supported  at  both  ends  carries  a  load 
uniformly  distributed  over  its  entire  length,  the  reaction  and  the 
shear  at  each  support  is  equal  to  one-half  the  total  load  on  the 
beam,  but  the  shear  decreases  uniformly  to  zero  at  the  center  of 
the  span;  if  the  load  is  concentrated  at  the  center  of  the  span,  the 
reaction  and  the  shear  at  each  support  are  also  equal  to  one-half 
the  total  load,  but  the  shear  is  uniform  throughout  the  entire 
length  of  the  beam. 

Bending  Moment.  The  loads  on  .the  beam  and  the  reactions  of  the 
supports  constitute  external  forces  which  produce  bending  stress  in 
the  beam.  The  summation  of  the  moments  of  the  external  forces 
about  any  point  is  called  the  bending  moment  and  varies  from 
point  to  point.  It  attains  a  maximum  value  at  a  point  where  the 
shear  is  either  zero  or  changes  from  positive  to  negative  or  vice 
versa.  If  the  loads  are  concentrated  at  several  points,  the  maxi- 
mum bending  moment  always  occurs  at  the  point  of  application  of 

167 


CARNEGIE   STEEL   COMPANY 


one  of  the  loads  so  located  that  the  sum  of  all  the  loads  on  the  beam 
between  one  support  up  to  and  including  that  load  is  equal  to  or 
greater  than  the  reaction  of  the  support. 

Vertical  Deflection.  Bending  stress  within  a  beam  produces  flexure, 
and  the  deflection,  or  the  amount  of  its  departure  from  a  straight 
line,  is  the  measure  of  the  deformation  which  the  beam  has  under- 
gone in  its  resistance  to  bending  stress.  So  long  as  the  stress  is 
within  the  safe  limits  allowed  for  the  material,  the  deflection  is 
negligible  so  far  as  concerns  the  beam  itself;  it  may,  however,  be 
of  sufficient  magnitude  to  cause  the  disruption  of  other  materials 
in  contact  with  or  supported  by  the  beam  but  of  less  strength,  such 
as  plaster.  In  such  cases  the  limit  of  allowable  deflection  may 
determine  or  at  least  influence  the  choice  of  a  section. 

Lateral  Deflection.  The  stresses  within  a  beam  under  transverse 
loading  are  compressive  on  one  side  of  the  neutral  axis  and  tensile 
on  the  other.  The  tensile  stresses  tend  to  hold  the  beam  in  a 
straight  line  between  the  supports,  while  the  compressive  stresses 
tend  to  deflect  it  in  a  lateral  direction,  just  as  the  bending  stresses 
as  a  whole  tend  to  deflect  it  in  a  vertical  plane.  On  long  spans 
unsupported  against  sidewise  deflection,  this  consideration  may 
influence  the  choice  of  sections. 

Method  of  Computation.  A  complete  investigation  of  the  strength  of 
beams  under  transverse  loading  must  take  into  account  all  the 
elements,  the  bending  moment,  the  vertical  deflection,  the  lateral 
deflection  and  the  shearing  stress;  though  under  the  usual  loading 
conditions  the  first  alone  determines  the  size  and  weight  of  section. 

In  the  calculation  of  bending  stresses,  the  loads  are  usually 
expressed  in  pounds,  the  span  length  and  the  distance  between  the 
loads  in  feet;  the  resulting  bending  moments  are  in  terms  of  foot 
pounds,  which  necessitates  conversion  to  inch  pounds  before  the 
section  can  be  selected  from  the  tables.  The  section  modulus  of 
the  required  section  is  obtained  by  dividing  the  maximum  bending 
moment  in  inch  pounds  by  the  allowed  fiber  stress  in  pounds  per 
square  inch.  In  such  calculations  it  is  assumed  that  the  neutral 
axis  of  the  section  is  normal  to  the  line  of  action  of  the  load.  When 
this  is  not  the  case,  correction  must  be  made  for  the  eccentricity 
of  the  loading. 

In  the  pages  which  immediately  follow  are  given  general  formulas 
for  the  bending  moments  and  vertical  deflections  of  beams  under 
the  usual  conditions  of  loading,  and  also  diagrams  illustrative  of 
those  conditions.  The  general  method  for  the  computation  of  the 
maximum  bending  moment  of  a  beam  supported  at  its  ends  and 
loaded  at  various  points  is  as  follows: — 

168 


FLEXURE   FORMULAS 


First.  Find  the  reaction  at  the  left  (right)  support  by  multi- 
plying each  load  by  its  distance  from  the  right  (left)  support  and 
dividing  the  sum  of  these  products  by  the  length  of  the  span. 

Second.  Starting  from  the  left  (right)  end  of  the  beam,  add  the 
successive  loads  until  a  point  is  reached  where  the  sum  of  the  loads 
equals  or  exceeds  the  reaction  of  the  left  (right)  support;  the  point 
of  maximum  bending  moment  is  located  at  this  point. 

Third.  Multiply  the  reaction  at  the  left  (right)  support  by  its 
distance  from  the  point  of  maximum  bending  moment  and  subtract 
the  sum  of  the  products  of  all  loads  to  the  left  (right)  of  this  point 
by  the  corresponding  distance  from  this  point;  the  difference 
between  these  moments  is  then  the  maximum  bending  moment. 

Example:  Required  the  size  of  a 
steel  beam  to  support  the  following 
quiescent  loads  over  a  clear  span  of  16 
feet  between  supports,  at  a  maximum 
fiber  stress  not  to  exceed  16000  pounds 
--16  -  0'"-  per  square  inch. 

Wi  =  16000  pounds,  4  feet  from  left  support. 
W2=  18000        "         9     "       "       " 

TV3=  2000        "        per  foot,  uniform  up  to  4  feet  from  right  support. 
T>4=!       60        "          "      "     assumed  weight  of  beam  uniformly  distributed 
over  entire  span. 

Left  Reaction,  1600°  *  12  +  <60  '  16>8  +^  *  7  +  (2000  x  4)  x  2=01Q,,  1Kg 
Right  Reaction,  16000  *  4  +  (60  x  16)  8  +  18000  x9  +  (2000  x  4)  x  14=216Q5  ^ 
Sumofreactions=sumofloads=W1  +  W2  +  W3  +  W4  =42960  Ibs. 

Points  of  maximum  moment  (60  x  4)  +  16000  =  16240  <  21355 

(60  x  9)  +  16000  +    18000   =  34540  >  21355 

therefore  the  point  of  maximum  bending  moment  is  at  point  of  load  W2. 
Maximum  bending  moment,  21355x9-16000x5-(60x9)x4.5  =109765  ft.  Ibs. 

or,  21605x7-(2000x4)x5-(60x7)x3.5       =109765  ft.  Ibs. 
Required  section  modulus  = 


As  the  section  modulus  of  the  15  inch  65  pound  or  the  18  inch  55  pound 
beam  is  greater  than  this,  either  of  these  sections  may  be  used.  If  it  is  decided 
that  the  18  inch  46  pound  supplementary  beam  is  strong  enough  for  the 

-i  o  -i  *r  I  or\ 

purpose,  the  actual  fiber  stress  on  that  section  would  be  —  gy^-—  =  16162 
pounds  per  square  inch.  If  the  allowed  fiber  stress  were  12500  pounds  per 
square  inch,  the  required  section  modulus  would  be  —  12500  —  =~T2500~  = 
105.38  and  the  permissible  minimum  sections  would  be  20  inch  65  pound,  21 
inch  57.5  pound  beams,  etc. 

169 


CARNEGIE    STEEL    COMPANY 


NOTATION  USED  IN  FORMULAS 

A  =Area  of  section,  in  square  inches. 

n    =Distance  from  center  line  of  gravity  to  extreme  fiber,  in  inches. 

I    =Moment  of  inertia  about  center  line  of  gravity,  in  inches4. 

Ms=Static  moment,  in  inches3. 

S    =Section  modulus  =  I/n,  in  inches3. 

r    =Radius  of  gy ration  =  VI /A,  in  inches. 

f     =Bending  stress  in  extreme  fiber,  in  pounds  per  square  inch. 

fb  =Resistance  of  web,  in  pounds  per  square  inch. 

E  =Modulus  of  elasticity,  in  pounds  per  square  inch. 

L  =Length  of  section,  in  feet. 

1     =Length  of  section,  in  inches. 

d    =Depth  of  section,  in  inches. 

b    =Width  of  section,  in  inches.  • 

t    =Thickness  of  section,  in  inches. 

W,  Wi,  W  2— Superimposed  loads  supported  by  beam,  in  pounds. 

w  =Superimposed  load,  in  pounds  per  unit  length   or  area. 

W  max        =Maximum  safe  load  at  point  given,  in  pounds. 

R,   Ri         =Reactions  at  points  of  support,  in  pounds. 

V  =Vertical  shear,  in  pounds. 

M,  MI,  M2=Bending  moments  at  points  given,  in  inch  pounds. 

M  max        =Maximum  bending  moment,  in  inch  pounds. 

Mr  =  Maximum  resisting  moment,  in  inch  pounds=f  I/n  =  f  S. 

D,  DI          =Deflections  at  points  given,  in  inches. 

D  max         =Maximum  deflection  at  point  given,  in  inches. 


170 


FLEXURE    FORMULAS 


COMPARISON  OF  VARIOUS  LOADING   CONDITIONS 

The  formulas  and  diagrams  on  pages  172  to  175  give  the  various 
stresses  in  sections  used  as  beams,  resulting  from  usual  conditions 
of  loading. 

Taking  as  a  unit  of  comparison  a  uniformly  distributed  safe  load 
on  beams  of  equal  length  and  section,  supported  at  the  extreme 
ends,  the  following  table  gives  the  relative  maximum  safe  loads 
or  bending  moments  and  deflections. 

As  a  check  on  the  accuracy  of  a  computation,  the  safe  load 
obtained  from  the  formula  for  any  condition  of  loading  may  be 
multiplied  by  tfee  reciprocal  given  in  the  table  corresponding  to 
such  loading  condition ;  the  result  should  be  the  maximum  allowable 
uniform  load  as  taken  from  beam  safe  load  tables. 


Conditions  of  Loading 

Case 
No. 

Maximum  Safe 
Load 

Maximum 
Deflection 

Relative 

Reciprocal 

Relative 

BEAM  SUPPORTED  AT  ENDS 

Load  uniformly  distributed  over  span 

IX 

1 

1 

1 

Load  concentrated  at  center  of  span 

V 

¥2 

2 

.80 

Two  equal  loads  symmetrically  concentrated 

VII 

l/4a 

4a/l 

Load  increasing  uniformly  to  one  end 

X 

.9743 

1.0264 

.976 

Load  increasing  uniformly  to  center 

XII 

% 

IVs 

.96 

Load  decreasing  uniformly  to  center 

XI 

% 

% 

1.08 

BEAM  FIXED  AT  ONE  END,  CANTILEVER 

Load  uniformly  distributed  over  span 

II 

y* 

4 

2.40 

Load  concentrated  at  end 

I 

Vs 

8 

3.20 

Load  increasing  uniformly  to  fixed  end 

III 

% 

2% 

1.92 

BEAM   CONTINUOUS   OVER  Two   SUPPORTS 

EQUIDISTANT  FROM  ENDS 

Load  uniformly  distributed  over  span 

XVI 

1.     If  distance  a  >  0.2071  1 

!2/4a2 

4a2/l2 

2.     If  distance  a  <0.2071  1 

1 

-=  —  r  

l-4a 

l-4a 

1 

3.     If  distance  a  =0.2071  1 

5.8285 

.1716 

Two  equal  loads  concentrated  at  ends 

XV 

l/4a 

4a/l 

171 


CARNEGIE  STEEL   COMPANY 


BEAMS  UNDER  VARIOUS  LOADING  CONDITIONS 
BENDING  MOMENTS  AND  DEFLECTIONS 

I.       CANTILEVER  BEAM  —  Concentrated  load  at  free  end 

Ri(max.  shear)                =  W 
M  max. 

^<T\\              '  1     1     i    .         M.  distance  x                 =  Wx 

Wl 

fS 

1 

W13 

3EI 

Mmax,  at  RI 

D!   i^--^      "      ~1R1            Wmax. 

WD  max. 
\gf 

II.         CANTILEVER  BEAM  —  Uniformly  distributed  load 

/pt             Ri(max.  shear) 

s\\         M  max. 
^^\                             M,  distance  x 

W 

WX^ 

WT1 

2fS 

T~ 

Wl3 

M  max.  at  RI 

Dmax. 

III.      CANTILEVER  BEAM  —  Load    increasing    uniformly  to 

A"*              Ri(max.  shear) 

M  max. 
M,  distance  x 

,—  '  -T-"!                               |       I 

fixed  end 
W 

Wl 
3 

3fS 
"15ET 

Mmax.  at  RI                 = 

DlJ^ibJ|Ri       ^ 

IV.    BEAM  SUPPORTED  AT  ENDS—  Concentrated  load  nea 

r  one  end 
Wb 

Wa 
Wbx 
Wab 
fSl 

R(max.  shear  if  b>a)  = 
jK     Mjmax. 
^rfl     III           f\    i             RiCmax.  shear  if  a>b)== 

; 

I^y^  Mmax.,  at  point  of  load= 

T^j^^vlEL    1   +  ^r>|            Wmax. 

AVab  (a+2b)  ^3a  (a+2b) 

27EI1 

172 


FLEXURE    FORMULAS 


BEAMS  UNDER  VARIOUS  LOADING  CONDITIONS 
BENDING  MOMENTS  AND  DEFLECTIONS 

V.     BEAM  SUPPORTED  AT  ENDS  —  Concentrated  load  at  center 
M  max.  R  (max.  shear)  =RX  =  -- 


2 


M  max.,  at  point  of  load    = 
W  max.  = 

Dmax.-  = 


VI.     BEAM  SUPPORTED  AT  ENDS — Two  unsymmetrical  concentrated  loads 

R  (max.  shear  if  a<b)         =  -^j-(l-a+b) 

RI  =-7jj-(l+a-b) 

M,  distance  a 

Mi  max.,  distance  b  (b>a)  =  Rib=-^p-(l+a-b) 

M2,  distance  x 

Wmax.  (b>a) 


=  Ra^^-d-a+b) 


=  Rx  —  ^-(x-a) 
21fS 


b(1+a_b) 


VII.     BEAM  SUPPORTED  AT  ENDS — Two  symmetrical  concentrated  loads 

.      -  W 

M'max. 


— -.j 


M,  distance  x  = 

M  max.atandbetweenloads= 


Wa 

2fS 

a 

Wa 
12EI 


•(%12-a2) 


VIII. 


M 


SUPPORTED  AT  ENDS—  Three  concentrated  loads 


f—\— 11— -I-- 

(•-a-»r~4---b-l- 


Q>    (J      Q 
W     Wi     W2 


MatW 

M  max.  if  W 
MatWi 

Mmax.if  Wi+W 

M  max.  if 
MatW2 

M  max.  if  W2 

173 


=  Ra. 

=  or>R 

=  Rai-W(ai-a) 

=  Ror>R 


=Ra»-W  (a2-a)-Wi(a3-ai) 
=Rior>Ri 


CARNEGIE    STEEL    COMPANY 


BEAMS  UNDER  VARIOUS  LOADING  CONDITIONS 
BENDING  MOMENTS  AND  DEFLECTIONS 

IX.      BEAM  SUPPORTED  AT  ENDS— Uniformly  distributed  load 

W 


Mlmax. 


Ri 


R(max.  shear)=Ri 
M,  distance  x 
M  max.  at  center 
W  max. 
Dmax. 


Wx  (1 
Wl 

8fS 

5W13 
384E1 


Pjl 


X       BEAM  SUPPORTED  AT  ENDS— Load  increasing  uniformly  to  one  end 


R 
R 


- 

3 

2W 


Wx 


Ri(max.  shear) 
M,  distance  x 

1  V  ^          2W1 

M  max.,  distance  ^-~     ~ 


9  A/3 

27fS 
21  A/l 

.013044  W13 
El 


XI.     BEAM  SUPPORTED  AT  ENDS — Load  decreasing  uniformly  to  center 


M  max. 


R(max.  shear)=R 
M,  distance  x 
M  max.,  distance 
Wmax. 
Dmax. 


W 
— 


Wl 
12 

12fS 


3W13 
320EI 


XII.     BEAM  SUPPORTED  AT  ENDS— Load  increasing  uniformly  to  center 

W 


Mlmax. 


R(max.  shear)=Ri 
M,  distance  x 
M  max.,  distance 
Wmax. 
Dmax. 


_  Wl 
:-6~ 

_  6fS 

W13 


60EI 


174 


FLEXURE     FORMULAS 


BEAMS  UNDER  VARIOUS  LOADING  CONDITIONS 
BENDING  MOMENTS  AND  DEFLECTIONS — Concluded 

XIII.    BEAM  SUPPORTED  AT  ENDS— Uniform  load  partially  distributed 

R(max.  shear  if  a<c)= 

W(2a+b) 
Mimax.     Kl 

M ,  dist.  x=a  or  <a,     =  Rx 

Midist.x>a, 


M2,  dist.  x>(a+b), 

"DV 

Mmax., 


W(2c+b)[4al+b(2c+b)l 
812 

8l2fg 

(2c+b)[4al+b(2c+b)] 


XIV.   BEAM  SUPPORTED  AT  ENDS— Uniform  load  partially  discontinuous 

R(max.  shear  if  W>Wi) 


2 


M,  distance  x  <a,  =  Rx- 

Mi  distance  x  >a,  =Rx- 

2Wal-Wa2+Wica       R2Q 


W  (2x-a) 
2 


Wmax. 


XV.  BEAM  CONTINUOUS  OVER  TWO  SUPPORTS— Two  exterior  symmetrical  loads 

W 


l\   Ml 

i  i 


R(max.  shear)=:Ri 


Mlmax. 

IS 

M  max.,  from  R  to  RI 


D,  distance  a 
Di,  distance-g— : 


Wa 


Wa(3al-4aa) 
12  El 

Wa(I-2a)2 


XVI.     BEAM  CONTINUOUS  OVER  TWO  SUPPORTS— Uniformly  distributed  load 


&Mi— -4^ 

-a.. i -.i_a..^-l-a--*j.  -a--* 


">      R(mai.shear)=Ri=— 2~ 

--j  2  W(xMx+al) 

ibr    M,  distance  x  = 51 o,    ifx=- 

MI 

MiatRandRi= — gf"  max.  if  a  > 

W(l^ia) 
M2  at  center  =  - — § max 

W2  max.         ^TZT  "^ 


175 


CARNEGIE    STEEL    COMPANY 


SAFE  LOADS  FOR  SECTIONS  USED  AS  BEAMS 

EXPLANATION  OF  TABLES 

The  tables  of  safe  loads  for  structural  and  supplementary  beams, 
H-beams,  cross  tie  sections  and  channels,  used  as  beams  under 
conditions  of  transverse  loading,  give  the  uniformly  distributed 
safe  loads  in  thousands  of  pounds  for  spans  customary  in  bridge 
and  building  construction  based  upon  an  extreme  fiber  stress  of 
16,000  pounds  per  square  inch.  The  tables  of  safe  loads  for  angles, 
tees  and  zees  give  the  values  at  the  same  fiber  stress  on  spans  of  one 
foot  from  which  the  safe  load  for  any  span  length  may  be  obtained 
by  direct  division  and  also  the  values  for  those  spans  at  which  the 
allowed  safe  load  will  produce  a  deflection  of  ^seo  of  the  span  length. 
The  loads  in  all  cases  include  the  weight  of  the  section,  which  should 
be  deducted  in  order  to  arrive  at  the  net  load  which  the  section  will 
support. 

In  addition  to  these  usual  tables  of  safe  loads,  there  follow,  on 
the  same  basis,  tables  of  the  allowable  uniform  load  in  pounds  per 
foot  on  beams  and  channels  for  various  span  lengths,  which  may  be 
used  in  proportioning  the  floor  systems  of  buildings.  The  choice 
between  various  weights  and  depths  of  sections  for  any  given  span 
or  any  uniform  load  per  running  foot  may  be  made  on  inspection. 

It  is  assumed  in  all  cases  that  the  loads  are  applied  normal  to 
the  axis  1-1  as  shown  in  the  tables  of  elements  of  sections,  and  that 
the  beam  deflects  vertically  in  the  plane  of  bending  only.  If  the 
conditions  of  loading  involve  the  introduction  of  forces  outside  this 
plane  of  loading,  the  allowable  safe  loads  must  be  determined  from 
the  general  theory  of  flexure  in  accordance  with  the  mode  of  appli- 
cation of  the  load  and  its  character.  This  applies  particularly  to 
unsymmetrical  sections,  such  as  zee  bars  and  angles,  which  should 
be  used  only  under  those  conditions  of  loading  where  the  section 
can  deflect  vertically  only,  being  rigidly  secured  against  lateral 
deflection  or  twisting  throughout  the  entire  span.  In  all  such 
cases  of  eccentric  loading,  the  actual  safe  loads  would  be  considerably 
lower  than  the  tabulated  safe  loads  which  have  been  based  upon 
the  most  favorable  conditions  of  loading. 

Vertical  Deflection  of  Beams.  In  the  case  of  beams  intended  to  carry 
plastered  ceilings,  experience  indicates  that  the  vertical  deflection 
to  avoid  cracking  the  plaster  should  be  limited  to  not  more  than 
%GO  of  the  span  length.  This  span  limit  for  steel  beams  is  approxi- 
mately in  feet  twice  the  depth  in  inches  and  is  indicated  in  the 
tables  by  the  lower  zigzag  line.  Beams  intended  for  such  purposes 

176 


BEAM    SAFE   LOADS 


should  not  be  used  for  greater  spans  unless  the  allowable  tabular 
safe  load  exceeds  the  actual  load  to  be  supported.     As  the  dead 
load  of  the  floor  is  supported  by  the  beams  before  the  plaster  is 
applied,  only  the  deflection  due  to  the  live  load  really  needs  to  be 
considered. 

The  coefficients  given  t 
in  inches,  of  sections  subje 
distributed  loads  at  vari< 
following  formulas,  using 

Deflection,    D=  7r\>frT'  w 
For  symmetrical  sections, 

COEFFICIENTS  OF  DEFL 

)elo\v  may  be  used  to  obtain  the  deflection, 
cted  to  transverse  stresses  due  to  uniformly 
3us  fiber  stresses  and  are  based  upon  the 
the  notation  given  on  page  170, 

hf>n    \V1      ^^  or    TV         8f  I2          ISfL2^    1       N 

n                 76.8  En       E     X  n 
d    D    30fL2     1         Coefficient 

2'             Ed    depth  in  niches 
ECTION  UNIFORMLY  DISTRIBUTED  LOADS 

Span, 
Feet 

Fiber  Stress,  Pounds  per  Square  Inch 

Span, 
Feet 

Fiber  Stress,  Pounds  per  Square  Inch 

16000 

14000 

12500 

16000 

14000 

12500 

1 
2 
3 
4 
5 

0.017 
0.066 
0.149 
0.265 
0.414 

0.014 
0.058 
0.130 
0.232 
0.362 

0.013 
0.052 
0.116 
0.207 
0.323 

26 
27 
28 
29 
30 

11/189 
12.066 
12.977 
13.920 
14.897 

9.790 
10.558 
11.354 
12.180 
13.034 

8.741 
9.427 
10.138 
10.875 
11.638 

6 
7 
8 
9 
10 

0.596 
0.811 
1.059 
1.341 
1.655 

0.521 
0.710 
0.927 
1.173 
1.448 

0.466 
0.634 
0.828 
1.047 
1.293 

31 
32 
33 
34 
35 

15.906 
16.949 
18.025 
19.134 
20.276 

13.918 
14.830 
15.772 
16.742 
17.741 

12.427 
13.241 
14.082 
14.948 
15.841 

11 
12 
13 
14 
15  \ 

2.003 
2.383 
2.797 
3.244 
3.724 

1.752 
2.086 
2.448 
2.839 
3.259 

1.565 
1.862 
2.185 
2.534 
2.909 

36 
37 
38 
39 
40 

21.451 
22.659 
23.901 
25.175 
26.483 

18.770 
19.827 
20.913 
22.028 
23.172 

16.759 
17.703 
18.672 
19.668 
20.690 

17" 
18 
19 
20 

»4.237 
4.783~ 
5.363 
5.975 
6.621 

3.708 
4.186 
4.692 
5.228 
5.793 

3.310 
3.737 
4.190 
4.668 
5.172 

41 
42 
43 
44 
45 

27.824 
29.197 
30.603 
31.954 
33.517 

24.346 
25.548 
26.779 
28.039 
29.328 

21.737 
22.810 
23.909 
25.034 
26.185 

21               7.299 
22              8.011 
23              8.756 
24              9.534 
25            10.345 

6.387 
7.010 
7.661 
8.342 
9.052 

5.703 
6.259 
6.841 

7.448 
8.082 

46 
47 

48 
49 
50 

35.023 
36.562 
37.135 
39.741 
41.379 

30.646 
31.992 
33.368 
34.773 
36.207 

27.362 
28.565 
29.793 
31.047 
32.328 

To  find  the  deflection  in  inches  of  a  section  symmetrical  about 
the  neutral  axis,  such  as  beams,  channels,  zees,  etc.,  divide  the 
coefficient  in  the  table  corresponding  to  given  span  and  fiber  stress 
by  the  depth  of  the  section  in  inches. 

177 


CARNEGIE   STEEL   COMPANY 


To  find  the  deflection  in  inches  of  a  section  not  symmetrical 
about  the  neutral  axis,  such  as  angles,  tees,  etc.,  divide  the  coeffi- 
cient corresponding  to  given  span  and  fiber  stress  by  twice  the 
distance  of  extreme  fiber  from  neutral  axis  obtained  from  table  of 
elements  of  sections,  pages  142  to  159,  inclusive. 

To  find  the  deflection  in  inches  of  a  section  for  any  other  fiber 
stress  than  those  given,  multiply  this  fiber  stress  by  any  of  the 
coefficients  in  the  table  for  the  given  span  and  divide  by  the  fiber 
stress  corresponding  to  the  coefficient  used. 

Lateral  Deflection  of  Beams.  The  tabular  safe  loads  are  based  on  the 
assumption  that  the  compression  flanges  of  the  various  sections  are 
secured  against  lateral  deflection  by  the  use  of  tie  rods  or  by  other 
means  at  proper  intervals.  According  to  the  Construction  Specifi- 
cations, page  128,  the  lateral  unsupported  length  of  beams  and 
girders  should  not  exceed  forty  times  the  width  of  the  compression 
flanges.  When  the  unsupported  length  exceeds  ten  times  the 
width,  the  tabular  safe  loads  should  be  reduced  in  accordance  with 
the  ratios  given  in  the  following  table  in  order  to  insure  that  the 
stresses  in  the  compression  flanges  should  not  exceed  the  allowed 
safe  unit  stress: — 


Length  of  Span 

Allowable  Safe  Load 

Length  of  Span 

Allowable  Saf 

j  Load 

5  x  flange  width 
10  x 
15  x 
20  x 

Full  tabular  load 

90.6%  tabular  load 

81.2% 

125  x  flange  width 
30  x 
35  x 
40  x 

71.9%  tabular  load 
62.5% 
53.1% 
43.8% 

In  addition  to  this  lateral  deflection  which  is  induced  within 
the  beam  by  the  action  of  pure  bending  stresses,  lateral  deflection 
may  be  induced  by  the  thrust  of  floor  arches  or  other  loading  acting 
on  an  axis  perpendicular  to  the  line  of  principal  bending  stress. 
The  thrust  of  these  arches  should  either  be  neutralized  by  tie  rods, 
or  the  safe  carrying  capacity  of  the  beam  should  be  computed  in 
accordance  with  the  general  formulas  of  flexure  to  provide  for  the 
combined  stresses  due  to  the  action  of  both  vertical  and  horizontal 
forces;  that  is  to  say,  the  safe  loads  should  be  figured  around  both 
the  axes  1-1  and  2-2,  and  the  unit  stress  computed  so  as  not  to 
exceed  16,000  pounds  per  square  inch. 

Effect  of  Impact  on  Stresses.  The  formulas  upon  which  the  tables  of  safe 
loads  are  based  assume  all  loads  to  be  quiescent  or  static.  The  effect 
of  moving  loads  may  be  taken  care  of  either  by  reducing  the  allowable 
unit  stresses,  or  else  by  increasing  the  theoretical  loads.  See 
Construction  Specifications,  page  126,  paragraph  2. 

178 


BEAM    SAFE    LOADS 


When  the  load  is  suddenly  applied,  the  resultant  stresses  are  greater 
than  those  due  to  an  equal  static  load.  When  the  load  is  instan- 
taneously applied,  the  resultant  stresses  are  double. 

When  an  instantaneously  applied  load  produces  impact  or  percus- 
sion, the  resultant  stresses  are  dynamic  and  are  measured  by  the  laws 
governing  the  energy  of  bodies  in  motion.  The  following  empirical 
formulas  may  be  used  to  ascertain  the  approximate  fiber  stress  and 
deflection  due  to  a  load  falling  on  the  center  of  ^  beam  supported  at 
both  ends,  when  no  account  is  taken  of  the  distortion  due  to  the 
impact  or  percussion  at  the  point  of  application  of  the  load:  —  Let 

W  =Weight  of  load,  in  pounds. 

Wi=W  eight  of  beam,  in  pounds. 

h    =Height  of  fall,  in  inches. 

f  =Extreme  fiber  stress  due  to  static  load,  W-|-Wi,  in  pounds  per 
square  inch. 

fd  =Extreme  fiber  stress  due  to  dynamic  load,  W,  in  pounds  per 
square  inch. 

D  =Deflection  due  to  static  load,  W-f-Wi,  in  inches. 

Dd  =Deflection  due  to  dynamic  load,  W,  in  inches. 

35  W 


m 


35W+17Wi 


fd  =f  (1  -f  \?£f  1  )  and  Dd=D  +  VsmhD  +  D2 


Shearing  stresses.  The  safe  load  tables  for  beams  and  channels  are 
computed  solely  with  reference  to  safe  unit  stresses  due  to  flexure, 
and  the  safe  loads  uniformly  distributed  on  the  spans  given  will  not 
produce  average  shearing  stresses  in  the  web  greater  than  the 
10,000  pounds  per  square  inch  allowed  by  the  Construction  Specifi- 
cations. Wrhen,  however,  beams  are  loaded  with  heavy  loads 
concentrated  near  the  supports,  or  when  beams  of  short  span  are 
loaded  with  uniformly  distributed  loads  to  their  full  carrying 
capacity  as  regards  flexure,  the  bending  moments  may  be  small  in 
comparison  with  the  reactions  at  the  supports,  and  the  beams  may 
fail  along  the  neutral  plane  as  a  result  of  longitudinal  shearing 
stresses,  or  may  buckle  as  a  result  of  the  combined  longitudinal 
and  vertical  web  stresses.  On  such  spans  the  safe  shearing  or 
buckling  strength  of  the  web  may  limit  the  carrying  capacity  of 
the  beam  rather  than  the  resistance  of  the  flanges  to  bending 
stresses. 

Longitudinal  Shear.  At  any  point  in  any  section  of  a  beam,  the 
horizontal  and  vertical  components  of  the  web  stress  are  equal  to  each 
other  and  proportional  to  the  vertical  shear  ;  their  intensities  are 

179 


CARNEGIE    STEEL    COMPANY 


dependent  upon  the  distance  of  the  point  from  the  neutral  axis.  In 
order  to  determine  the  intensity  of  the  vertical  shearing  stress  at 
a  given  point  in  a  vertical  section  of  the  beam,  therefore,  it  is 
sufficient  to  find  the  equal  intensity  of  the  horizontal  shearing 
stress  at  the  same  point  in  the  horizontal  plane. 

The  longitudinal  unit  shear  is  zero  at  the  upper  and  lower  flanges 
of  the  beam  and  a  maximum  at  the  neutral  plane.  It  is  greatest 
at  the  supports  and  zero  where  there  is  no  vertical  shear. 

The  intensity  of  the  longitudinal  shear  at  any  point  in  any  section 
is  the  product  of  the  vertical  shear,  V,  for  that  section  and  the 
statical  moment,  Ms  of  the  section  included  between  the  horizontal 
plane  of  shear  through  that  point  and  the  extreme  fibers  on  the  same 
side  of  the  neutral  plane  divided  by  the  product  of  the  moment  of 
inertia  of  the  beam  around  the  proper  axis  and  the  thickness  at  the 
plane  of  shear;  or 

Longitudinal  shear  per  square  inch  = — V~^- 

t  I 

Example — Required  the   maximum  longitudinal 
shear  per  square  inch  in  a  24"  80  Ib.  beam  loaded 
with  two  symmetrical  loads  of    100,000   pounds 
each,  disregarding  the  weight  of  the  beam. 
Ms  of  Flange  Rectangle=7x. 60x1 1.7  —  49.14 

Ms  of  Flange  Triangles  =3.25x.542xll.219—  19.76 
Ms  of  Web  =11.40x.50x5.70     =  32.49 

^Ir"       Total  Static  Moment  101.39 

Moment  of  Inertia  of  Beam  1=2087 .2 

Longitudinal  Shear-  1(*j^°51(f) 

=9715  pounds  per  square  inch. 

Under  usual  conditions  of  loading,  the  vertical  shear  need  not  be 
taken  into  consideration. 

Buckling  Values  of  Beam  Webs.  The  vertical  shearing  stresses  or  the 
vertical  compressive  components  of  the  web  stress  may  under  some 
conditions  exceed  the  safe  resistance  of  the  beam  to  buckling,  and 
there  remains  the  possibility  that  a  web  or  web  plate  which  is  amply 
secure  as  against  the  safe  allowed  shear  of  10,000  pounds  per  square 
inch  will  not  be  of  sufficient  strength  when  considered  as  a  column. 
In  such  cases  provision  must  be  made  for  security  against  buckling 
either  in  the  way  of  stiffeners  or  by  increasing  the  thickness  of  the 
web  or  web  plate. 

A  series  of  experiments  have  been  carried  out  on  beams  of  various 
depths  and  web  thicknesses  to  arrive  at  a  basis  for  a  simpler  method 
of  computation  to  use  in  the  investigation  of  the  safe  buckling 

180 


BEAM    SAFE  LOADS 


resistance  of  beams  with  unsupported  webs,   and  from  these  experi- 
ments the  following  formulas  have  been  deduced: 


Safe  end  reaction     R==    f b  x  t  (a   -| — j-) 
Safe  interior  load     W=2  fb  x  t  (a1  +— ) 


(mill 

Uu 

In  these  formulas  R  is  the  end  reaction,  W  the  concentrated  load, 
t  the  web  thickness,  d  the  depth  of  the  beam,  a1  half  the  distance 
over  which  the  concentrated  load  is  applied  and  a  the  whole 
distance  over  which  the  end  reaction  is  applied,  while  fb  is  the  safe 
resistance  of  the  web  to  buckling  in  pounds  per  square  inch  by  the 
formula  19000 — 100  d/2r  (d/2=l  in  column  formula). 

The  first  formula  is  general  and  applies  to  any  condition  of 
loading.  The  second  formula  covers  the  case  of  a  single  load 
concentrated  at  the  center  of  a  span;  it  can  be  extended  to  cover  a 
system  of  concentrated  loads  provided  the  sum  of  the  distances  a1  is 
not  less  than  a. 

The  tables  which  immediately  follow  give  for  beams  and  channels 
with  unsupported  webs: 

1.  Allowed  web  resistance  fb,  in  pounds  per  square  inch  com- 
puted from  this  compression  formula. 

2.  The  distance  a,  or  the  distance  over  which  the  end  reaction 
must  be  distributed  when  the  shearing  stress,  V,  in  the  web  is  the 
maximum  allowable  of  10,000  pounds  per  square  inch. 

3.  The  allowable  end  reaction  (R)  when  a  is  taken  at  3%" 
which  is  the  usual  length  of  beam  actually  resting  on  the  4"  angles 
ordinarily  used  in  building  construction  for  beam  seats. 

4.  The  allowable  shear  V,  on  the  gross  area  of  beam  or  channel 
webs  at  10,000  pounds  per  square  inch. 

In  addition  to  these  data  which  have  to  do  with  the  maximum 
loads  on  beams  and  channels  as  computed  from  the  web  resistance, 
these  tables  also  give  the  maximum  bending  moments  in  foot 
pounds,  obtained  by  the  multiplication  of  the  section  modulus  of 
each  section  by  the  allowed  fiber  stress  of  16,000  pounds  and  the 
division  of  the  product  by  12  in  order  to  reduce  to  a  foot  pound 
basis.  These  maximum  bending  moments  may  be  used  on  inspec- 
tion instead  of  the  table  of  properties  to  ascertain  the  proper  size 
section  to  be  used  in  any  particular  instance. 

181 


CARNEGIE    STEEL    COMPANY 


EXAMPLES  OF  THE  USE  OF  BEAM  SAFE  LOAD  TABLES 

Example  1.  Direct  Bending.  Required  the  proper  size  of  a  beam  laterally 
braced  to  support  a  superimposed  or  net  load  of  30,000  pounds  uniformly 
distributed  over  a  clear  span  of  20  feet. 

From  the  table  of  safe  loads,  page  188,  it  is  found  that  a  15  inch  42  pound 
beam  will  support  a  gross  load  of  31,400  pounds.  The  weight  -of  a  beam  20 
feet  long  is  840  pounds.  The  net  safe  load  is,  therefore,  31,400-840  =  30,560 
pounds.  A  15  inch  42  pound  beam  will,  therefore,  carry  the  net  load  specified. 

Example  2.  Shear.  Required  the  maximum  load  which  a  20  inch  85 
pound  beam  can  support  without  exceeding  the  safe  web  resistance  of  the 
section. 

Prom  the  table,  page  187,  the  maximum  load  for  this  section  given  in  small 
figures  above  the  upper  zigzag  line  is  found  to  be  205,200  pounds. 

Example  3.  Vertical  Deflection.  Required  the  proper  size  and  the 
deflection  of  a  channel  supporting  a  net  load  of  10,000  pounds  concentrated  in 
the  middle  of  a  14-foot  span,  assuming  that  the  channel  is  braced  against 
lateral  deflection. 

The  specified  load  is  equivalent  on  the  given  span  to  a  uniformly  distributed 
load  of  2  x  10,000=20,000  pounds. 

In  the  table,  page  196,  it  is  found  that  a  12  inch  30  pound  channel  will 
support  a  gross  load  of  20,500  pounds  or  a  net  load  of  20,500  —  14  x  30  =  20,080 
pounds.  The  net  safe  load  concentrated  at  the  middle  -of  the  span  will  be 
one-half  this  or  10,040  pounds. 

The  deflection  produced  by  a  uniformly  distributed  load  of  20,500  pounds 
is  found  from  the  coefficient  given  in  the  same  table  and  page  177  to 

be  ^15^=0.270"      The  deflection  for  the  specified  load   concentrated  in  the 
middle  of  the  span  is  approximately  °-270  x  4  =  0.216". 
See  page  171. 

Example  4.  Vertical  Deflection.  Required  the  deflection  of  a  riveted 
girder  37  inches  deep  for  a  span  of  35  feet  and  a  fiber  stress  of  14,000  pounds  per 
square  inch. 

Required  deflection,  see  table,  page  177,=—  ^—  =  0.479". 

Example  5.  Vertical  Deflection.  Required  the  deflection  of  an  angle 
6  x  4  x  Vi«"  about  an  axis  parallel  to  the  short  leg  for  a  span  of  14  feet  and  a 
fiber  stress  of  16,000  pounds. 


Required  deflection,  see  table,  pages  177  and  178,  is  2  x  (6_    Q6)  =0.401". 

Example  6.     Vertical  Deflection.     Required  the  deflection  of  a   10  inch 
beam  for  a  span  of  18  feet  with  a  fiber  stress  of  11,000  pounds. 

Required  deflection,  see  table,  pages  177  and  178,  =  ^^—^  =0.369". 
Example  7.     Lateral  Deflection.     Required  the  safe  load  on  a  12  inch 
pound  beam  for  a  span  of  16  feet  without  any  lateral  support  or  bracing. 
Tabular  load,  page  189,  =24,000  pounds. 
-p»+.-~  Length  of  span  _16  x  12     QQ 
Ratl°    Flange  width     '    —5—  =38.4 

Reduced  safe  load,  page  178,  24,000x0.468=11,232  pounds. 

182 


BEAM    SAFE    LOADS 


BEAMS 

MAXIMUM  BENDING  MOMENTS  AND  WEB  RESISTANCE 

MU!ax 

d 

t 

V 

fb 

a 

R 

Maximum 

Depth 

Weight 

Thickness 

Allowable 

Allowable 

Min. 

End 

Bending 
Moment 

of 
Beam 

per 
Foot 

of 
Web 

Web 
Shear 

Buckling 
Resistance 

End 
Bearing 

Reaction 
a=W 

Foot 
Pounds 

Inches 

Pounds 

Inches 

Pounds 

Pounds 
per  Sq.  In. 

Inches 

Pounds 

285300 

27 

83.0 

.424 

114480 

7970 

27.1 

34650 

328390 

115.0 

.750 

180000 

13460 

11.8 

95880 

320390 

110.0 

.688 

165120 

12960 

12.5 

84690 

312390 

105.0 

.625 

150000 

12350 

13.4 

73320 

264400 

ioo.a 

.754 

180960 

13490 

11.8 

96620 

256560 

24              95.0 

.693 

166320 

13000 

12.5 

85610 

248710 

90.0 

.631 

151440 

12410 

13.3 

74410 

240870 

85.0 

.570 

136800 

11710 

14.5 

63410 

231920 

80.0 

.500 

120000 

10690 

16.5 

50780 

214220 

69.5 

.390 

93600 

8340 

22.8 

30910    ' 

155880 

21 

57.5 

.357 

74970 

8820 

18.6 

27540 

220750 

100.0 

.884 

176800 

15080 

8.3 

113320 

214210 

95.0 

.810 

162000 

14720 

8.6 

101370 

207680 

90.0 

.737 

147400 

14300 

9.0 

89590 

201140 

20             85.0            .663 

132600 

13780 

9.5 

77630 

195510 

80.0 

.600 

120000 

13230 

10.1          67460 

169170 

75.0 

.649 

129800 

13660 

9.6 

75380 

162640 

70.0 

.575 

115000 

12980 

10.4 

63420 

155930 

65.0            .500 

100000 

12080 

11.6 

51320 

186720 

90.0      |      .807 

145260 

15140 

7.4 

97730 

180840 

85.0            .725 

130500 

14700 

7.7 

85260 

174960 

80.0            .644 

115920 

-    14160 

8.2 

72940 

169080 

75.0            .562 

101160          13450 

8.9 

60480 

136480 

18 

70.0 

.719 

129420          14670 

7.8 

84350 

130590 

65.0 

.637 

114660          14110 

8.3 

71890 

124710 

60.0            .555 

99900          13380 

9.0 

59420 

117860 

55.0 

.460 

82800 

12220 

10.2 

.  44980 

108620 

46.0 

.322 

57960 

9320 

14.8 

24020 

122890 

75.0 

.882 

132300 

16050 

5.6 

102660 

117980 

70.0 

.784 

117600 

15690 

5.8 

89160' 

113080 

65.0 

.686 

102900 

15210 

6.1 

75650 

108270 

60.0 

.590 

88500 

14600 

6.5 

62440 

90850 

i; 

55.0 

.656 

98400 

15040 

6.2 

71530 

85940 

50.0 

.558 

83700 

14340 

6.7 

58020 

81040 

45.0 

.460 

69000 

13350 

7.5 

44520 

78530 

-42J) 

.410" 

61500 

,12670 

8.1 

37660 

72020 

36.0 

.289 

43350 

10010 

11.2 

20970 

183 


CARNEGIE    STEEL    COMPANY 


BEAMS 

MAXIMUM  BENDING  MOMENTS  AND  WEB  RESISTANCES 

Mmax 

d 

t 

V 

fb 

a 

R 

Maximum 

Depth 

Weight 

Thickness 

Allowable 

Allowable 

Min. 

End 

Bending 
Moment 

of 
Beam 

Foot 

of 
Web 

Web 

Shear 

Buckling 
Resistance 

End 
Bearing 

Reaction 

Foot 
Pounds 

Inches 

Pounds 

Inches 

Pounds 

Pounds 
per  Sq.  In. 

Inches 

Pounds 

71330 

55.0 

.821 

98520 

16470 

4.3 

87890 

67410 

50.0 

.699 

83880 

16030 

4.5 

72S30 

63490 

45.0 

.576 

69120 

15390 

4.8 

57620 

^59770 

12 

40.0 

.460 

55200 

14480 

5.3 

43300 

50730 

35.0 

.436 

52320 

14230 

5.4 

40330 

47960 

31.5 

.350 

42000 

13030 

6.2 

29710 

44350  " 

27.5 

.255 

30600 

10850 

8.1 

17990 

42320 

40.0 

.749 

74900 

16690 

3.5 

75010 

39050 

35.0 

.602 

60200 

16120 

3.7 

5S220 

35780 

10 

30.0 

.455 

45500 

15190 

4.1 

41470 

32560 

25.0 

.310 

31000 

13410 

5.0 

24940 

30370 

22.0 

.232 

23200 

11540 

6.2 

16060 

33120 

35.0 

.732 

65880 

16870 

3.1 

71010 

30180 

9 

30.0 

.569 

51210 

16260 

3.3 

53200 

27240 

25.0 

.406 

36540 

15160 

3.7 

35390 

25160 

21.0 

.290 

26100 

13620 

4.4 

22710 

22810 

25.5 

.541 

43280 

16440 

2.9 

48920 

21500 

23.0 

.449 

35920 

15910 

3.0 

39290 

20190 

8 

20.5 

.357 

28560 

15120 

3.3 

29690 

18960 

18.0 

.270 

21600 

13870 

3.8 

20600 

19450 

17.5 

.210 

16800 

12400 

4.5 

14320 

16070 

20.0 

.458 

32060 

16350 

2.5 

39310 

14930 

7 

17.5 

.353 

24710 

15570 

2.7 

28850 

13800 

15.0 

.250 

17500 

14150 

3.2 

18580 

11640 

17.25 

.475 

28500 

16810 

2.1 

39930 

10660 

6 

14.75 

.352 

21120 

16050 

2.2 

28250 

9680 

12.25 

.230 

13800 

14480 

2.6 

16650 

10260 

17.0 

.380 

19000 

16720 

1.7 

30180 

8080 

5 

14.75 

.504 

25200 

17280 

1.6 

41370 

7260 

12.25 

.357 

17850 

16580 

1.8 

28120 

6450 

9.75 

.210 

10500 

14870 

2.1 

14830 

4760 

10.5 

.410 

16400 

17310 

1.3 

31940 

4500 

4. 

9.5 

.337 

13480 

16940 

1.4 

25690 

4240 

8.5 

.263 

10520 

16360 

1.4 

19360 

3980 

7.5 

.190 

7600 

15360 

1.6 

13130 

2590 

7.5 

.361 

10830 

17560 

1.0 

26940 

2390 

3 

6.5 

.263 

7890 

17020 

1.0 

19020 

2210 

5.5 

.170 

5100 

15950 

1.1 

11530 

184 


BEAM    SAFE    LOADS 


CHANNELS 

MAXIMUM  BENDING  MOMENTS  AND  WEB  RESISTANCES 

Mmax 

d 

t 

V 

fb 

a 

R 

Maximum 

Depth 

Weight 

Thickness 

Allowable 

Allowable 

Min. 

End 

Bending 
Moment 

of 
Channel 

Foot 

of 
Web 

Web 

Shear 

Buckling 
Resistance 

End 
Bearing 

Reaction 

Foot 
Pounds 

Inches 

Pounds 

Inches 

Pounds 

Pounds 
per  Sq.  In. 

Inches 

Pounds 

76490 

55.0 

.818 

122700 

15820 

5.7 

93830 

71590 

50.0 

.720 

108000 

15390 

6.0 

80350 

66680 

15 

45.0 

.622 

93300 

14820 

6.4 

66840 

61780 

40.0 

.524 

78600 

14040 

6.9 

53350 

56880 

35.0 

.426 

63900 

12900 

7.9 

39850 

55570 

33.0 

.400 

60000 

12510 

8.2 

36270 

64360 

50.0 

.791 

102830 

16150 

4.8 

86250 

60110 

45.0, 

.678 

88140 

15680 

5.0 

71760 

55870 

13 

40.0 

.565 

73450 

15020 

5.4 

57260 

53320 

37.0 

.497 

64610 

14470 

5.7 

48540 

51620 

35.0 

.452 

58760 

14020 

6.0 

42770 

48740 

32.0 

.375 

48750 

13000 

6.8 

32900 

43760 

40.0 

.758 

90960 

16260 

4.4 

80090 

39840 

35.0 

.636 

76320 

15730 

4.6 

65040 

35920 

12 

30.0 

.513 

61560 

14950 

5.0 

49850 

32000 

25.0 

.390 

46800 

13670 

5.8 

34660 

28470 

20.5 

.280 

33600 

11570 

7.4 

21060 

30800 

35.0 

.823 

82300 

16900 

3.4 

83430 

27530 

30.0 

.676 

67600 

16440 

3.6 

66670 

24260 

10 

25.0 

.529 

52900 

15730 

3.9 

49910 

20990 

20.0 

.382 

38200 

14470 

4.4 

33160 

17840 

15.0 

.240 

24000 

11780 

6.0 

16970 

20950 

25.0 

.615 

55350 

16470 

3.2    58220 

18010 

20.0 

.452 

40680 

15550 

3.5  !  40420 

15070 

9 

15.0 

.288 

25920 

13590 

4.4 

22500 

14020 

13.25 

.230 

20700 

12220 

5.1 

16170 

15920 

21~25 

.582 

46560 

16620 

2.8 

53200 

14610 

18.75 

.490 

39200 

16170 

2.9 

43580 

13310 

8 

16.25 

.399 

31920 

15530 

3.2 

34070 

12000 

13.75 

.307 

24560 

14490 

3.5 

24460 

10770 

11.25 

.220 

17600 

12700 

4.3 

15370 

12640 

19.75 

.633 

44310    17090 

2.3 

56780 

11490 

17.25 

.528 

36960    16700 

2.4 

46300 

10350 

7 

14.75 

.423 

29610    16130 

2.6 

35830 

9210 

12.25 

.318 

22260    15190 

2.9 

25360 

8030 

9.75 

.210 

14700 

13230 

3.5 

14580 

8680 

15.5 

.563 

33780 

17150 

2.0 

48280 

7700 

13.0 

.440 

26400 

16640 

2.1 

36610 

6720 

6 

10.5 

.318 

19080 

15730 

2.3 

25010 

5780 

8.0 

.200 

12000 

13810 

2.8 

13810 

5550 

11.5 

.477 

23850 

17180 

1.7 

38920 

4730 

5 

9.0 

.330 

16500 

16380 

1.8 

25670 

3960 

6.5 

.190 

9500 

14450 

2.2 

13040 

3050 

7.25 

.325 

13000 

16870 

1.4 

24670 

2790 

4 

6.25 

.252 

lOOxo 

16250 

1.5 

18430 

2530 

5.25 

.180 

7200 

15150 

1.6 

12270 

1840 

6.0 

.362 

10860 

17560 

1.0 

27020 

1640 

3 

5.0 

.264 

7920 

17030 

1.0 

19110 

1450 

4.0 

.170 

5100 

15940 

1.1 

11520 

185 


CARNEGIE    STEEL    COMPANY 


BEAMS 

ALLOWABLE  UNIFORM  LOAD  IN  THOUSANDS  OF  POUNDS 

Maximum  Bending  Stress,  16,000  Pounds  per  Square  Inch 

Depth  and  Weight  of  Sections 

1      § 

Span 
in 

27  In. 

24  Inch                                                ||  21  In. 

|ol 

Feet 

83 

115 

110 

105 

100 

95 

90 

85 

80 

69% 

571/2   6    a 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs.    ! 

SGI.  9 

0 

352.5 

332.6 

302.9 

[i     0.60 

7 

860.0 

330.2 

302.2 

293.2 

284.  '£ 

273.6 

240.0 

0.81 

8 

328.4 

320.4 

300.0 

264.4  256.6 

248.7 

240.9 

231.9 

150.0        1.06 

9 

229.0     291.9 

284.8;277.7 

235.0 

228.0 

221.1 

214.1 

206.1 

187.2 

138.6!     1.34 

10 

228.2 

262.7 

256.3249.9 

211.5 

205.2 

199.0 

192.7 

185.5 

I7T4 

124.7 

1.66 

11 

207.5 

238.8 

233.0227.2 

192.3 

186.6 

180.9 

175.2 

168.7 

155.8 

113.4 

2.00 

12       190.2 

218.9 

213.6208.3 

176.3 

171.0 

165.8 

160.6 

154.6 

142.8 

103.9 

2.38 

13       175.6 

202.1 

197.2 

192.2 

162.7 

157.9 

153.1 

148.2 

142.7 

131.8 

95.9 

2.80 

14       163.0 

187.7 

183.1 

178.5 

151.1 

146.6 

142.1 

137.6 

132.5 

122.4 

89.1 

3.24 

15       152.2 

175.1 

170.9 

166.6 

141.0 

136.8 

132.6 

128.5 

123.7 

114.3 

83.1 

3.72 

16     i  142.6 

164.2!  160.2 

156.2 

132.2 

128.3 

124.4 

120.4 

116.0 

107.1 

77.9 

4.24 

17       134.3 

154.5150.8 

147.0 

124.4 

120.7 

117.0 

113.4 

109.1 

100.8 

73.4 

4.78 

18       126.8 
19     !l  120.1 

146.0'142.4 
138.3  134.9 

138.8 
131.5 

117.5 
111.3 

114.0 
108.0 

110.5 
104.7 

107.1 
101.4 

103.1 
97.6 

95.2 
90.2 

69.3 
65.6 

5.36 
5.98 

20      114.1131.4128.2 

125.0 

105.8 

102.6 

99.5 

96.3 

92.8 

85.7 

62.4 

6.62 

21     i  108.7  125.1  122.1 

119.0 

100.7 

97.7 

94.7 

91.8 

88.3 

81.6 

59.4 

7.30 

22 

103.7  119.4116.5  113.6 

96.1 

93.3 

90.4 

87.6 

84.3 

77.9 

56.7 

8.01 

23 

99.2(114.2111.4108.7 

92.0 

89.2 

86.5 

83.8 

80.7 

74.5 

54.2 

8.76 

24 

95.1 

109.5106.8104.1 

88.1 

85.5 

82.9 

80.3 

77.3 

71.4 

52.0 

9.53 

25 

91.3 

105.1 

102.5 

100.0 

84.6 

82.1 

79.6 

77.1 

74.2 

68.6 

49.9 

10.35 

26 

87.8 

101.0 

98.6 

96.1 

81.4 

78.9 

76.5 

74.1 

71.4 

65.9 

48.0 

11.19 

27 

84.5 

97.3 

94.9 

92.6 

78.3 

76.0 

73.7 

71.4 

68.7 

63.5 

46.2 

12.07 

28 

81.5 

93.8 

91.5 

89.3 

75.5 

73.3 

71.1 

68.8 

66.3 

61.2 

44.5 

12.98 

29 

78.7 

90.6 

88.4 

86.2 

72.9 

70.8 

68.6 

66.4 

64.0 

59.1 

43.0 

13.92 

30 

76.1 

87.6 

85.4 

83.3 

70.5 

68.4 

66.3 

64.2 

61.8 

57.1 

41.6 

14.90 

31 

73.6 

84.7 

82.7 

80.6 

68.2 

66.2 

64.2 

62.2 

59.8 

55.3 

40.2 

15.91 

32 

71.3 

82.1 

80.1 

78.1 

66.1 

64.1 

62.2 

60.2 

58.0 

53.6 

39.0 

16.95 

33 

69.2 

79.6 

77.7 

75.7 

64.1 

62.2 

60.3 

58.4 

56.2 

51.9 

37.8 

18.03 

34 

67.1 

77.3 

75.4 

73.5 

62.2 

60.4 

58.5 

56.7 

54.6 

50.4 

36.71 

19.13 

35 

65.2 

75.1 

73.2 

71.4 

60.4 

58.6 

56.8 

55.1 

53.0 

49.0, 

35.6 

20.28 

36 

63.4 

73.0 

71.2 

69.4 

58.8 

57.0 

55.3 

53.5 

51.5 

47.6 

34.6 

21.45 

37 

61.7 

71.0 

69.3 

67.5 

57.2 

55.5 

53.8 

52.1 

50.1 

46.3 

33.7 

22.66 

38 

60.1 

69.1 

67.5 

65.8 

55.7 

54.0 

52.4 

50.7 

48.8 

45.1 

32.8 

23.90 

39 

58.5 

67.4 

65.7 

64.1 

54.2 

52.6 

51.0 

49.4 

47.6 

43.9 

32.0 

25.18 

40 

57.1 

65.7 

64.1 

62.5 

52.9 

51.3 

49.7 

48.2 

46.4 

42.8' 

31.2 

26.48 

41 

55.7 

64.1 

62.5 

61.0 

51.6 

50.1 

48.5 

47.0 

45.3 

41.8' 

30.4|  27.82 

42 

54.3 

62.6 

61.0 

59.5 

50.4 

48.9 

47.4 

45.9 

44.2 

40.8 

29.7    29.20 

43 

53.1 

61.1 

59.6 

58.1 

49.2 

47.7 

46.3 

44.8 

43.1 

39.9 

29.0    30.60 

44 

51.9 

59.7 

58.3 

56.8 

48.1 

46.6 

45.2 

43.8 

42.2 

38.9 

28.3    32.04 

45 

50.7 

58.4 

57.0 

55.5 

47.0 

45.6 

44.2 

42.8 

41.2 

38.  li 

33.52 

46 

49.6 

57.1 

55.7 

54.3 

46.0 

44.6 

43.3 

41.9 

40.3 

37.3' 

35.02 

47 

48.6 

55.9 

54.1 

53.2 

45.0 

43.7 

42.3 

41.0 

39.5 

36.5 

36.56 

48         47.5,    54.7 

53.4 

52.1 

44.1 

42.8 

41.5 

40.1 

38.7 

35.7 

38.14 

49         46.6     53.6 

52.3 

si.  6 

43.2 

41.9 

40.6 

39.3 

37.9 

35.0 

39.74 

50.    ||   45.6'   52.5 

51.3 

50.0 

42.3 

41.0 

39.8 

38.5 

37.1 

34.3 

I  41.38 

Loads  above  upper  horizontal  lines  will  produce  maximum  allowable  shear  in  webs. 
Loads  below  lower  horizontal  lines  will  produce  excessive  deflections. 
For  maximum  safe  loads,  see  page  182. 

186 


BEAM   SAFE  LOADS 


BEAMS 

ALLOWABLE  UNIFORM  LOAD  IN  THOUSANDS  OF  POUNDS 

Maximum  Bending  Stress,  16,000  Pounds  per  Square  Inch 

Depth  and  Weight  of  Sections 

-      a 

Span 

g     .2 

in 

20  Inch 

18  Inch 

Feet 

100 

95 

90 

85 

80 

75 

70 

65 

90 

85 

80 

75 

o     ^ 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibe. 

Ibs. 

Ibs. 

Ibs. 

353.6 

• 

5 

353.2 

0.41 

6 

294.3 

824.0 

294.8 

265.2 

240.0 

259.6 

230.0 

200.0 

290.6 

261.0 

231.8 

202.3 

0.60 

285.627(3.9 

225.6216.8 

249.0241.1 

7 

252.3244.8237.7 

229.9  223.4  193.3  185.9178.2  213.4206.7200.0193.2 

0.81 

8 

220.7214.2207.71201.1  195.5  169.2  162.6155.9il86.7180.8l75.0169.1 

1.06 

9 
10 

11 

196.2190.4184.6 
176.6171.4,166.1 

leo.s'iss.s'isi.o 

178.8  173.8  150.4  144.6  138.6  166.0  160.  7J155.5  150.3 
160.9|156.4ll35.3jl30.1il24.7|149.4144.7|140.0,135.3 

146.3U42.2!l23.o'll8.3113.4!l35.8'l31.5!l27.2'123.0 

1.34 
1.66 

2.00 

12 
13 
14 

147.2142.8138.5 
135.8131.8127.8 
126.1122.4118.7 

134.1130.3 
123.8  120.3 
114.9111.7 

112.8 
104.1 
96.7 

108.4 
100.1 
92.9 

104.0:124.5  120.6  116.6 
96.01114.9111.3107.7 
89.1  106.7103.3100.0 

112.7 
104;  1 
96.6 

2.38 
2.80 
3.24 

15 

117.7 

114.2 

110.8 

107.3 

104.3 

90.2 

86.7 

83.2 

99.6 

96.4 

93.3 

90.2 

3.72 

16 

110.4 

107.1 

103.8 

100.6 

97.7 

84.6 

81.3 

78.0 

93.4 

90.4 

87.5 

84.5 

4.24 

17 

103.9100.8 

97.7 

94.1 

92.0 

79.6 

76.5 

73.4 

87.9 

85.1 

82.3 

79.6 

4.78 

18 

98.1 

95.2 

92.3 

89.4 

86.9 

76.3 

72.3 

69.3 

83.0 

80.4 

77.8 

75.1 

5.36 

19 

92.9 

90.2 

87.4 

84.7 

82.3 

71.2 

68.5 

65.7 

78.6 

76.1 

73.7 

71.2 

5.98 

20 

88.3 

85.7 

83.1 

80.5 

78.2 

67.7 

65.1 

62.4 

74.7 

72.3 

70.0 

67.6 

6.62 

21 

84.1 

81.6 

79.1 

76.6 

74.5 

64.4 

62.0 

59.4 

71.1 

68.9 

66.7 

64.4 

7.30 

22 

80.3 

77.9 

75.5 

73.1 

71.1 

61.5 

59.1 

56.7 

67.9 

65.8 

63.6 

61.5 

8.01 

23 

76.8 

74.5 

72.2 

70.0 

68.0 

58.8 

56.6 

54.2 

64.9 

62.9 

60.9 

58.8 

8.76 

24 

73.6 

71.4 

69.2 

67.0 

65.2 

56.4 

54.2 

52.0 

62.2 

60.3 

58.3 

56.4 

9.53 

25 

70.6 

68.5 

66.5 

64.4 

62.6 

54.1 

52.0 

49.9 

59.8 

57.9 

56.0 

54.1  10.35 

26 

67.9 

65.9 

63.9 

61.9 

60.2 

52.1 

50.0 

48.0 

57.5 

55.6 

53.8 

52.0  11.19 

27 

65.4 

63.5 

61.5 

59.6 

57.9 

50.1 

48.2 

46.2 

55.3 

53.6 

51.8 

50.1 

12.07 

28 

63.1 

61.2 

59.3 

57.5 

55.9 

48.3 

46.5 

44.6 

53.3 

51.7 

50.0 

48.3 

12.98 

29 

60.9 

59.1 

57.3 

55.5 

53.9 

46.7 

44.9 

43.0 

51.5 

49.9 

48.3 

46.6  13.92 

30 

58.9 

57.1 

55.4 

53.6 

52.1 

45.1 

43.4 

41.6 

49.8 

48.2 

46.7 

45.1  14.90 

31 

57.0 

55.3 

53.6 

51.9 

50.5 

43.7 

42.0 

40.2 

48.2 

46.7 

45.2 

43.6'l5.91 

32 

55.2 

53.6 

51.9 

50.3 

48.9 

42.3 

40.7 

39.0 

46.7 

45.2 

43.7 

42.3  16.95 

33 

53.5 

51.9 

50.4 

48.8 

47.4 

41.0 

39.4 

37.8 

45.3 

43.8 

42.4 

41.0  18.03 

34 

51.9 

50.4 

48.9 

47.3 

46.0 

39.8 

38.3 

36.7 

43.9 

42.6 

41.2 

39.8  19.13 

35 

50.5 

49.0 

47.5 

46.0 

44.7 

38.7 

37.2 

35.6 

42.7 

41.3 

40.0 

38.6i.20.28 

36 

49.1 

47.6 

46.2 

44.7 

43.4 

37.6 

36.1 

34.7 

41.5 

40.2 

38.9 

37.6121.45 

37 

47.7 

46.3 

44.9 

43.5 

42.3 

36.6 

35.2 

33.7 

40.4 

39.1 

37.8 

36.6'22.6G 

38 

46.5 

45.1 

43.7 

42.3 

41.2 

35.6 

34.2 

32.8 

39.3 

38.1 

36.8 

35.623.90 

39 

45.3 

43.9 

42.6 

41.3 

40.1 

34.7 

33.4 

32.0 

25.18 

40 

44.1 

42.8 

41.5 

40.2 

39.1 

33.8 

32.5 

31.2 

26.48 

41 

43.1 

41.8 

40.5 

39.2 

38.1 

33.0 

31.7 

30.4 

27.82 

42 

42.0 

40.8 

39.6 

38.3 

37.2 

32.2    31.0 

29.7 

29.20 

Loads  above  upper  horizontal  lines  will  produce  maximum  allowable  shear  in  webs. 
Loads  below  lower  horizontal  lines  will  produce  excessive  deflections. 

For  maximum  safe  loads,  see  page  183i 

187 


CARNEGIE    STEEL    COMPANY 


BEAMS 

ALLOWABLE  UNIFORM  LOAD  IN  THOUSANDS  OF  POUNDS 

Maximum  Bending  Stress,  16,000  Pounds  per  Square  Inch 

Depth  and  Weight  of  Sections 

s   § 

Span 
in 

18  Inch 

15  Inch 

i-s'1 

Feet 

70    1    65 

60 

55 

46 

75 

70 

65 

60 

55 

50 

45 

42 

CJ     Q 

Ibs.  |  Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

264.6 

196.8 

4 

258.8 

229.3 

199.8 

245.8 

235.2 

205.8 

177.0  181.7 

167.4 

138.0 

0.27 

5 

218.4 

208.9 

199.5 

196.6 

188.8180.9173.2145.4 

13775 

I2S77 

0.41 

135.6 

123.0 

6 

182.0 

174.1 

166.3 

Y57.1 

163.8 

157.3150.8144.4121.1 

114.6 

108.1 

104.8 

0.60 

7 
8 

156.0 
136.5 

149.2J142.  51134.7 
130.6124.71117.9 

115.9 

108.6 

140.4 
122.9 

134.8!l29.2 
118.o|ll3.1 

123.7I1G3.8 
108.3   90.8 

98.2 
85.9 

92.6 
81.0 

89.8 
78.5 

0.81 
1.06 

9 

121.3 

116.1 

110.9104.896.6 

109.2 

104.9 

100.5 

96.2 

80.8 

76.4 

72.0 

69.8 

1.34 

10 

109.2 

104.5 

99.8 

94.386.9 

98.3 

94.4 

90.5 

86.6 

72.7 

68.8 

64.8 

62.8 

1.66 

11 

99.3 

95.0 

90.7 

85.7|79.0 

89.4 

85.8 

82.2 

78.7 

66.1 

62.5 

58.9 

57.1 

2.00 

12 

91.0 

87.1 

83.1 

78.6 

72.4 

81.9 

78.7 

75.4 

72.2 

60.6 

57.3 

54.0 

52.4 

2.38 

13 

84.0 

80.4 

76.7 

72.566.8 

75.6 

72.6 

69.6 

66.6 

55.9 

52.9 

49.9 

48.3 

2.80 

14 

78.0 

74.6 

71.3 

67.3 

62.1 

70.2 

67.4 

64.6 

61.9 

51.9 

49*1 

46.3 

44.9 

3.24 

15 

72.8 

69.6 

66.5 

62.957.9 

65.5 

62.9 

60.3 

57.7 

48.5 

45.8 

43.2 

41.9 

3.72 

16 

68.2 

65.3 

62.4 

58.9 

54.3 

61.4 

59.0 

56.5 

54.1 

45.4 

43.0 

40.5 

39.3 

4.24 

17 

64.2 

61.5 

58.7 

55.5 

51.1 

57.8 

55.5 

53.2 

50.9 

42.8 

40.4 

38.1 

37.0 

4.78 

18 

60.7 

58.0 

55.4 

52.448.3 

54.6 

52.4 

50.3 

48.1 

40.4 

38.2 

36.0 

34.9 

5.36 

19 

57.5 

55.0 

52.5 

49.6 

45.7 

51.7 

49.7 

47.6 

45.6 

38.3 

36.2 

34.1 

33.1 

5.98 

20 

54.6 

52.2 

49.9 

47.143.4 

49.2 

47.2 

45.2 

43.3 

36.3 

34.4 

32.4 

31.4 

6.62 

21 

52.0 

49.7 

47.5 

44.9'41.4 

46.8 

44.9 

43.1 

41.2 

34.6 

32.7 

30.9 

29.9 

7.30 

22 

49.6 

47.5 

45.3 

42.9 

39.5 

44.7 

42.9 

41.1 

39.4 

33.0 

31.3 

29.5 

28.6 

8.01 

23 

47.5 

45.4 

43.4 

41.037.8 

42.7 

41.0 

39.3 

37.7 

31.6 

29.9 

2S.2 

27.3 

8.76 

24 

45.5 

43.5 

41.6 

39.336.2 

41.0 

39.3 

37.7 

36.1 

30.3 

28.6 

27.0 

26.2 

9.53 

25 

43.7 

41.8 

39.9 

37.7|34.8 

39.3 

37.8 

36.2 

34.6 

29.1 

27.5 

25.9 

25.1 

10.35 

26 

42.0 

40.2 

38.4 

36.3'33.4 

37.8 

36.3 

34.8 

33.3 

28.0 

26.4 

24.9 

24.2 

11.19 

27 

40.4 

38.7 

37.0 

34.9 

32.2 

36.4 

35.0 

33.5 

32.1 

26.9 

25.5 

24.0 

23.3 

12.07 

28 

39.0 

37.3 

35.6 

33.7J31.0 

35.1 

33.7 

32.3 

30.9 

26.0 

24.6 

23.2 

22.4 

12.98 

29 

37.6 

36.0 

34.4 

32.5 

30.0 

33.9 

32.5 

31.2 

29.9 

25.1 

23.7 

22.4 

21.7 

13.92 

30 

36.4 

34.8 

33.3 

3,, 

29.0 

32.8 

31.5 

30.2 

28.9 

24.2 

22.9 

21.6 

20.9 

14.90 

31 

35.2 

33.7 

32.2 

30.428.0 

31.7 

30.4 

29.2 

27.9 

23.4 

22.2 

20.9 

20.3 

15.91 

32 

34.1 

32.6 

31.2 

29.5 

27.2 

30.7 

29.5 

28.3 

27.1 

22.7 

21.520.3 

19.6 

16.95 

33 

33.1 

31.7 

30.2 

28.6 

26.3 

18.03 

34 

32.1 

30.7 

29.3 

27.7 

25.6 

19.13 

35 

31.2 

29.8 

28.5 

26.9 

24.8 

20.28 

36 

30.3 

29.0 

27.7 

26.2 

24.1 

21.45 

37 

29.5 

28.2 

27.0 

25.5J23.5 

22.66 

38  ' 

28.7 

27.5 

26.3 

24.8|22.9 

123.90 

Loads  above  upper  horizontal  linea  will  produce  maximum  allowable  shear  in  webs. 
Loads  below  lower  hor  zontal  lines  will  produce  excessive  deflections. 
For  maximum  safe  loads,  see  page  18:3. 

188 


BEAM    SAFE    LOADS 


BEAMS 

ALLOWABLE  UNIFORM  LOAD  IN  THOUSANDS 

OF  POUNDS 

Maximum  Bending  Stress,  16,000  Pounds  Per  Square  Inch 

Depth  and  Weight  of  Sections 

'!   § 

Span 
in 

loin. 

12  Inch 

10  Inch                    H-sJ 

Feet 

36 

55 

50 

45 

40 

35 

3iy2 

27% 

40 

35 

30 

25 

22    d    Q 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Iba. 

Ibs. 

Ibs. 

Ibs. 

197.0 

149.8 

120.4 

3 
4 

190.2  167.8 
142.7134.8 

138.2 

110.4 

104.6 
101.5 

84.0 

112.8104.1 
84.6   78.1 

ft* 

62.0 

0.15 
0.27 

127.  0 

5 

114.1107.9,101.6 

95TB 

81.2 

TTTf 

67.7   62.5|57.2 

5271 

0.41 

61.2 

46.4 

6 

8C.7 

95.1 

89.9 

84.7 

79.7 

67.6 

63.9 

5971 

56.4 

52.ll47.7 

43.4 

4O.5i    0.60 

823 

81.5 

77.0 

72.6 

68.3 

58.0 

54.8  50.7 

48.4 

44.6 

40.9 

37.2 

34.7!    0.81 

8 

72.0 

71.3 

67.4 

63.5 

59.8 

50.7 

4S.O  44.4 

42.3 

39.0J35.8 

32.6 

30.4     1.06 

9 

(54.0 

63.4 

59.9   56.4 

53.1 

45.1 

42.6  39.4 

37.6 

34.731.8 

28.9 

27.0     1.34 

10 

57.  G 

57.1 

53.9   50.8 

47.8 

40.6 

38.4  35.5 

33.9 

31.228.6 

26.0 

24.3     1.66 

11 

152.4 

51.9 

49.0 

46.2 

43.5 

36.9 

34.9 

32.3 

30.8 

28.4)26.0 

23.7 

22.  li    2.00 

12 

48.0 

47.6 

44.9 

42.3 

39.8 

33.8 

32.0  29.6 

28.2 

26.0  23.9 

21.7 

20.2 

2.38 

13 

'44.3 

43.9 

4J.5 

39.1 

36.8 

31.2  29.5  27.3  j    26.0 

24.0 

22.0  20.0 

18.711  2.80 

14 

41.2 

40.8 

38.5 

36.3  34.2 

29.0  27.4  25.31    24.2 

22.3  20.4  18.6  17.4l|  3.24 

15 

38.4 

38.0,  36.0J  33.9  31.9 

27.1  25.6  23.7     22.6 

20.8 

19.1 

17.4  16.2     3.72 

16 

36.0 

35.7!  33.7 

31.729.9 

25.4 

24.0 

22.2 

21.2 

19.5 

17.9 

16.3 

15.2 

4.24 

17 

33.9 

33.6 

31.7 

29.928.1  23.9  22.6 

20.9 

19.9 

18.4 

16.8 

15.3 

14.3 

4.78 

18 

32.0 

31.7 

30.0 

28.2  26.6122.5  21.3 

19.7 

18.8 

17.4 

15.9 

14.5 

13.5 

5.36 

19 

30.3 

30.0 

28.4 

26.7 

25.2  21.4  20.2 

18.7 

17.8 

16.4 

15.1 

13.7 

12.8 

5.98 

20 

28.8  j 

28.5 

27.0   25.4 

23.9 

20.3 

19.2 

17.7 

16.9 

15.6 

14.3 

13.0 

12.1 

6.62 

21 
22 
23 

27.4 
20.  2 
25.1 

27.2 
25.9 

24.8 

25.7 
24.5 
23.4 

124.2 
23.1 
22.1 

22.8 
21.7 
20.8 

19.3 
18.4 
17.6 

18.3 
17.4 
16.7 

16.9 
16.1 

15.4 

16.1 
15.4 

14.9 
14.2 

13.6 
13.0 

12.4 
11.8 

11.6 
11.0 

7.30 
8.01 
8.76 

24 

24.0 

23.8 

22.5   21.2 

19.9 

16.9 

16.0 

14.8 

1 

9.53 

25 

23.0 

22.8 

21.6 

20.3 

19.1 

16.2 

15.3 

14.2 

; 

10.35 

26 

22.2 

21.9 

20.7 

19.5 

18.4 

15.6 

14.8 

13.6 

11.19 

•27 

21.3 

12.07 

L'S 

20.6 

12.98 

[".) 

19.9 

13.92 

:;n 

IV:- 

14.90 

31 

18.6 

15.91 

32 

18.0 

1 

16.95 

Loads  above  upper  horizontal  lines  will  produce  maximum  allowable  shear  in  webs. 
Loads  below  lower  horizontal  lines  will  produce  excessive  deflections. 
For  maximum  safe  loads,  see  page  184. 

189 


CARNEGIE    STEEL    COMPANY 


BEAMS 

ALLOWABLE  UNIFORM  LOAD  IN  THOUSANDS  OF  POUNDS 
Maximum  Bending  Stress,  16,000  Pounds  per  Square  Inch 


Span 
in 
Feet 

Depth  and  Weight  of  Sections 

Coefficient  of 
Deflection 

9  Inch 

8  Inch 

7  Inch 

35 

Ibs. 

30 
Ibs. 

25 
Ibs. 

21 
Ibs. 

25V2 
Ibs. 

23 
Ibs. 

2oy2 

Ibs. 

18 
Ibs. 

17% 
Ibs. 

20 
Ibs. 

!E 

15 
Ibs. 

3 
4 
5 

6 
7 
8 
9 
10 

11 
12 
13 
14 
15 
16 
17 
18 
19 
20 

131.8 

102.4 

73.1 

62.2 

86.6 
60.8 
45.6 
36.5 

30.4 
26.1 

22.8 
20.3 
18.2 

16.6 
15.2 
14.0 
13.0 
12.2 
11.4 

71.8 
57.3 
43.0 
34.4 

28.7 
24.6 
21.5 
19.1 
17.2 

15.6 
14.3 
13.2 
12.3 
11.5 
10.8 

571 

43.2 

83.6 

64.1 

49.4 

35.0 

0.15 
0.27 
0.41 

0.60 
0.81 
1.06 
1.34 
1.66 

2.00 
2.38 
2.80 
3.24 
3.72 
4.24 
4.78 
5.36 
5.98 
6.62 

88.3 
66.2 
53.0 

44.2 
37.9 
33.1 
29.4 
26.5 

24.1 
22.1 
20.4 
18.9 
17.7 
16.6 
15.6 
14.7 

80.5 
60.4 
48.3 

40.2 
34.5 
30.2 
26.8 
24.1 

22.0 
20.1 
18.6 
17.2 
16.1 
15.1 
14.2 
13.4 

72.6 
54.5 
43.6 

36.3 
31.1 

27.2 
24.2 
21.8 

19.8 
18.2 
16.8 
15.6 
14.5 
13.6 
12.8 
12.1 

53.9 
40.4 
32.3 

26.9 
23.1 
20.2 
18.0 
16.2 

14.7 
13.5 
12.4 
11.5 
10.8 
10.1 

42.9 
32.1 
25.7 

21.4 
18.4 
16.1 
14.3 
12.9 

11.7 
10.7 
9.9 
9.2 

39.8 
29.9 
23.9 

19.9 
17.1 
14.9 
13.3 
11.9 

10.9 
10.0 
9.2 

8.5 

50.3 
40.3 

33.6 

28.8 
25.2 
22.4 
20.1 

18.3 
16.8 
15.5 
14.4 
13.4 
12.6 
11.8 
11.2 

37.9 
30.3 

25.3 
21.7 
19.0 
16.9 
15.2 

13.8 
12.6 
11.7 
10.8 
10.1 
9.5 

27.6 
22.1 

18.4 
15.8 
13.8 
12.3 
11.0 

10.0 
9.2 

8.5 
7.9 

31.1 

25.9 

22.2 
19.4 
17.3 
15.6 

14.1 
13.0 
12.0 
11.1 
10.4 
9.7 

8.6 
8.0 

8.0 
7.5 

7.4 
6.9 

10.7 
10.1 

10.1 
9.6 

9.5 
9.0 

8.9 

8.4 

9.2 
8.6 

13.9 
13.3 

12.7 
12.1 

11.5 
10.9 

10.6 
10.1 

Span 
in 

Feet 

Depth  and  Weght  of  Sections 

2§ 

S'-*3 
-g  8 
jgcn 

SO 

0.02 
0.07 
0.15 
0.27 
0.41 

0.60 
0.81 
1.06 
1.34 
1.66 

2.00 
2.38 
2.80 
3.24 

6  Inch 

5  Inch 

4  Inch 

3  Inch 

17y4 
Ibs. 

14% 
Itis. 

12% 
Ibs. 

14% 
Ibs. 

12% 
Ibs. 

9% 
Ibs. 

ioy2 

Ibs. 

9% 
Ibs. 

8% 
Ibs. 

7% 
Ibs. 

7% 
Ibs. 

ey2 

Ibs. 

f£ 

1 
2 
3 
4 
5 

6 
7 
8 
9 
10 

11 
12 
13 
14 

57.0 

42.2 

27.6 

50.4 

35.7 

21.0 

TO 
12.9 
10.3 

8.6 
7.4 
6.4 
5.7 
5.2 

32.8 
19.  0 
12.7 
9.5 
7.6 

6.3 
5.4 

4.8 

ffco 

12.0 
9.0 

7.2 

6.0 
5.1 
4.5 

21.0 
16.9 
11.3 
8.5 
6.8 

5.6 

4.8 
4.2 

JL1 
10.6 
8.0 
6.4 

5.3 
4.5 
4.0 

21.7 
20.7 
10.4 
6.9 
5.2 
4.1 

3.5 
"'3.0 
2.6 

15.8 
•^F 
6.4 
4.8 
3.8 

3.2 

"2.7' 

2.4 

10.2 
8.8 
5.9 
4.4 
3.5 

2.9 
"2."5" 

2.2 

46.6 
31.0 
23.3 
18.6 

15.5 
13.3 
11.6 
10.3 
9.3 

8.5 
7.8 

32.3 
21.5 
16.2 
12.9 

10.8 
9.2 

8.1 
7.2 
6.5 

29.1 
19.4 
14.5 
11.6 

9.7 

8.3 
7.3 
6.5 

5.8 

28.4 
21.3 
17.1 

14.2 
12.2 
10.7 
9.5 

8.5 

7.8 
7.1 

25.8 
19.4 
15.5 

12.9 
11.1 
9.7 
8.6 

7.7 

7.0 
6.5 

4.2 
3.8 

4.0 
3.6 

3.8 
3.4 

3.5 
3.2 

5.9 
5.4 

5.3 

4.8 

4.7 
4.3 

7.2 

6.7 

6.6 
6.1 

6.0 
5.5 

Loads  above  upper  horizontal  lines  will  produce  maximum  allowable  shear  in 
Loads  below  lower  horizontal  lines  will  produce  excessive  deflections. 
For  maximum  safe  loads,  see  page  184. 


190 


BEAM    SAFE   LOADS 


B 


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191 


CARNEGIE    STEEL    COMPANY 


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192 


BEAM    SAFE    LOADS 


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193 


CARNEGIE    STEEL    COMPANY 


MISCELLANEOUS     BEAMS 

ALLOWABLE  UNIFORM  LOAD  IN  THOUSANDS  OF  POUNDS 
Maximum  Bending  Stress,  16,000  Pounds  per  Square  Inch 

H  BEAMS 


Span 
in 
Feet 

Depth  and  Weight  of  Sections 

Coefficients 
of 
Deflection 

8  Inch 
34.0  Pounds 

6  Inch 
23.8  Pounds 

5  Inch 
18.7  Pounds 

4  Inch 
13.6  Pounds 

3 
4 
5 

6 

7 
8 
9 
10 

11 
12 
13 
14 
15 

16 
17 
18 

60.0 

37.6 

31.3 

26.0 

0.15 
0.27 
0.41 

0.60 
0.81 
1.06 
1.34 
1.66 

2.00 
2.38 
2.80 
3.24 
3.72 

4.24 
4.78 
5.36 

19.0 
14.3 
11.4 

9.5 
8.1 
7.1 

25.4 
20.3 

16.9 
14.5 
12.7 
11.3 
10.1 

32.1 

26.7 
22.9 
20.1 
17.8 
16.0 

14.6 
13.4 

51.3 
44.0 
38.5 
34.2 
30.8 

28.0 
25.6 
23.7 
22.0 
20.5 

19.2 

6.3 

5.7 

9.2 
8.5 

12.3 
11.5 

18.1 
17.1 

CROSS  TIE   SECTIONS 


Span 
in 
Feet 

Depth  and  Weight  of  Sections 

Coefficients 
of 
Deflection 

5.5  Inch 
20.0  Pounds 

4.25  Inch 
14.5  Pounds 

3  Inch 
9.5  Pounds 

3 
4 
5 

6 
7 
8 
9 
10 

11 
12 
13 

14 

27.5 

21.3 

12.2 

0.15 
0.27 
0.41 

0.60 
0.81 
1.06 
1.34 
1.66 

2.00 
2.38 
2.80 
3.24 

19.6 
14.7 
11.7 

9.8 
8.4 
7.3 
6.5 

8.9 
6.7 
5.3 

4.5 
3.8 

26.0 
20.8 

17.3 
14.8 
13.0 
11.5 
10.4 

9.4 

8.7 

3.3 
3.0 

5.9 
5.3 

8.0 
7.4 

Loads  above  upper  horizontal  lines  will  produce  maximum  allowable  shear  in  webs. 
Loads  below  lower  horizontal  lines  will  produce  excessive  deflections. 


194 


BEAM    SAFE    LOADS 


CHANNELS 

ALLOWABLE  UNIFORM  LOAD 

EN  THOUSANDS  OF  POUNDS 

Maximum  Bending  Stress,  16,000  Pounds  per  Square  Inch 

Depth  and  Weight  of  Sections 

1§ 

Span 
m 

15  Inch 

13  Inch 

II 

Feet 

55 

50       45 

40 

35 

33 

50 

45 

40 

37 

35 

32 

*f3  *§ 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

cSQ 

245.4    216.0 

186.6 

206.7 

176.3 

3 

204.0190.9177.8 

157.2     127.8 

120.0 

171.6  160.3  146.9 

129.2 

117.5 

97.5 

0.15 

4 

153.0 

143.2133.4 

123.6113.8 

111.1 

128.7  120.2  111.7  106.6  103.2  97.5 

0.27 

5 

122.4114.5106.7 

98.9    91.0 

88.9  103.0    96.2    89.4    85.3    82.6  78.0 

0.41 

6 

102.o!  95.4 

88.9 

82.4 

75.8 

74.1    85.8 

80.2 

74.5 

71.1 

68.8 

65.0 

0.60 

7 

87.4i  81.8 

76.2 

70.6    65.0 

63.5  1  73.6 

68.7 

63.8 

60.9 

59.0 

55.7 

0.81 

8 

76.5 

71.6 

66.7 

61.8    56.9 

55.6 

64.4 

60.1 

55.9 

53.3 

51.6 

48.7 

1.06 

9 

68.0   63.6 

59.3 

54.9    50.6 

49.4 

57.2 

53.4 

49.7 

47.4 

45.9 

43.3 

1.34 

10 

61.2 

57.3 

53.3 

49.4 

45.5 

44.5 

151.5 

48.1 

44.7 

42.7 

41.3 

39.0 

1.66 

11 

55.6 

52.1 

48.5 

44.9 

41.4 

40.4 

46.8 

43.7 

40.6 

38.8 

37.5 

35.4 

2.00 

12 

51.0 

47.7 

44.5 

41.2    37.9,  37.0 

42.9 

40.1 

37.2 

35.5 

34.4 

32.5 

2.38 

13 

47.1 

44.1 

41.0 

38.0   35.0 

34.2 

39.6 

37.0 

34.4;  32.8   31.8 

30.0 

2.80 

14 

43.7 

40.9 

38.1 

35.3    32.5 

31.8 

36.8 

34.4 

31.9    30.5i  29.5 

27.9 

3.24 

15 

40.8 

38.2 

35.6 

33.0    30.3 

29.6 

34.3 

32.1 

29.8 

28.4 

27.5 

26.0 

3.72 

16 

38.2 

35.8 

33.3 

30.9    28.4    27.8 

32.2 

30.1 

27.9 

26.7 

25.8 

24.4 

4.24 

17 

36.0  33.7 

31.4 

29.1    26.8    26.1 

30.3 

28.3 

26.3 

25.1 

24.3 

22.9 

4.78 

18       34.0 

31.8 

29.6 

27.5    25.3 

24.7 

28.6 

26.7 

24.8 

23.7 

22.9 

21.7 

5.36 

19     1  32.2 

30.1    28.1 

26.0    23.9 

23.4 

27.1 

25.3 

23.5 

22.4 

21.7 

20.5 

5.98 

20 

30.6 

28.6!  26.7 

24.7 

22.8 

22.3 

25.7 

24.0 

22.3 

21.3 

20.6 

19.5 

6.62 

21 

29.1 

27.3    25.4 

23.5 

21.7 

21.2 

24.5 

22.9 

21.3 

20.3 

19.7 

18.6 

7.30 

22 

27.8 

26.0|  24.3 

22.5 

20.7 

20.2 

23.4 

21.9 

20.3 

19.4 

18.8 

17.7 

8.01 

23 

26.6 

24.91  23.2 

21.5 

19.8 

19.3 

22.4 

20.9 

19.4 

18.5 

18.0 

17.0 

8.76 

24 

25.5 

23.9'  22.2 

20.6 

19.0 

18.5 

21.5 

20.0 

18.6 

17.8 

17.2 

16.2 

9.53 

25 

24.5 

22.9 

21.3 

19.8 

18.2 

17.8 

20.6 

19.2 

17.9 

17.1 

16.5 

15.6 

10.35 

26 

23.5 

22.0 

20.5 

19.0 

17.5 

17.1 

19.8 

18.5 

17.2 

16.4 

15.9 

15.0 

11.19 

27 

22.7 

21.2 

19.8 

18.3 

16.9 

16.5 

19.1 

17.8 

16.6 

15.8 

15.3 

14.4 

12.07 

28 

21.9 

20.5 

19.1 

17.7 

16.3 

15.9 

18.4 

17.2 

16.0 

15.2 

14.7 

13.9 

12.98 

29 

21.1 

19.7 

18.4 

17.0 

15.7 

15.3 

13.92 

30 

20.4 

19.1 

17.8 

16.5 

15.2 

14.8 

14.90 

31 

19.7   18.5 

17.2 

15.9 

14.7 

14.3 

15.91 

32        19.ll  17.9 

16.7 

15.4 

14.2 

13.9 

; 

16.95 

Loads  above  upper  horizontal  lines  will  produce  maximum  allowable  shear  in  webs. 
Loads  below  lower  horizontal  lines  will  produce  excessive  deflections. 

For  maximum  safe  loads 

see  page  185 

196 


CARNEGIE    STEEL    COMPANY 


CHANNELS 

ALLOWABLE  UNIFORM  LOAD  IN  THOUSANDS  OF  POUNDS 

Maximum  Bending  Stress,  16,000  Pounds  per  Square  Inch 

Depth  and  Weight  of  Sections 

"c      o 

Q—  --, 

.£     .2 

bpan 
in 

12  Inch 

10  Inch 

I*3! 

Feet 

40 

35 

30 

25 

20% 

35 

30 

25 

20 

15 

6      Q 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

Ibs. 

181.9 

164.6 

135.2 

105.8 

2 

175.1 

152.6 

123.1 

93.6 

123.2    110.1 

97.0 

76.4 

48.0 

0.07 

3 

116.7 

106.2 

95.8 

85.3 

67.2 

82.1      73.4 

64.7 

56.0 

47.6 

0.15 

4 

87.5 

79.7 

71.8 

64.0 

56.9 

61.6 

55.1 

48.5 

42.0 

35.7 

0.27 

5 

70.0 

63.7 

57.5 

51.2 

45.5 

49.3 

44.0 

38.8 

33.6 

28.5 

0.41 

6 

58.4 

53.1 

47.9 

42.7 

38.0 

41.1 

36.7 

32.3 

28.0 

23.8 

0.60 

7 

50.0 

45.5 

41.1 

36.6 

32.5 

35.2 

31.5 

27.7 

24.0 

20.4 

0.81 

8 

43.8 

39.8 

35.9 

32.0 

28.5 

30.8 

27.5 

24.3 

21.0 

17.8 

1.06 

9 

38.9 

35.4 

31.9 

28.4 

25.3 

27.4 

24.5 

21.6 

18.7 

15.9 

1.34 

10 

35.0 

31.9 

28.7 

25.6 

22.8 

24.6 

22.0 

19.4 

16.8 

14.3 

1.66 

11 

31.8 

29.0 

26.1 

23.3 

20.7 

22.4 

20.0 

17.6 

15.3 

13.0 

2.00 

12 

29.2 

26.6 

23.9 

21.3 

19.0 

20.5 

18.4 

16.2 

14.0 

11.9 

2.38 

13 

26.9 

24.5 

22.1 

19.7 

17.5 

19.0 

16.9 

14.9 

12.9 

11.0 

2.80 

14 

25.0 

22.8 

20.5 

18.3 

16.3 

17.6 

15.7 

13.9 

12.0 

10.2 

3.24 

15 

23.3 

21.2 

19.2 

17.1 

15.2 

16.4 

14.7 

12.9 

11.2 

9.5 

3.72 

16 

21.9 

19.9 

18.0 

16.0 

14.2 

15.4 

13.8 

12.1 

10.5 

8.9 

4.24 

17 

20.6 

18.7 

16.9 

15.1 

13.4 

14.5 

13.0 

11.4 

9.9 

8.4 

4.78 

18 

19.5 

17.7 

16.0 

14.2 

12.7 

13.7 

12.2 

10.8 

9.3 

7.9 

5.36 

19 

18.4 

16.8 

15.1 

13.5 

12.0 

13.0 

11.6 

10.2 

8.8 

7.5 

5.98 

20 

17.5 

15.9 

14.4 

12.8 

11.4 

12.3 

11.0 

9.7 

8.4 

7.1 

6.62 

21 

16.7 

15.2 

13.7 

12.2 

10.8 

11.7 

10.5 

9.2 

8.0 

6.8 

7.30 

22 

15.9 

14.5 

13.1 

11.6 

10.4 

11.2 

10.0 

8.8 

7.6 

6.5 

8.01 

23 

15.2 

13.9 

12.5 

11.1 

9.9 

8.76 

24 

14.6 

13.3 

12.0 

10.7 

9.5 

9.53 

25 

14.0 

12.8 

11.5 

10.2 

9.1 

10.35 

26 

13.5 

12.3 

11.1 

9.8 

8.8 

11.19 

Loads  above  upper  horizontal  lines  will  produce  maximum  allowable»shear  in  webs,, 
Loads  below  lower  horizontal  lines  will  produce  excessive  deflections. 
For  maximum  safe  loads,  see  page  185. 

196 


BEAM    SAFE    LOADS 


CHANNELS 

ALLOWABLE  UNIFORM  LOAD  IN  THOUSANDS  OF  POUNDS 
Maximum  Bending  Stress,  16,000  Pounds  per  Square  Inch 


Span 
in 
Feet 

Depth  and  Weight  of  Sections 

Coefficient  of 
Deflection 

9  Inch 

8  Inch 

7  Inch 

25 

Ibe. 

20 

Ibs. 

15 

Ibs. 

5£ 

21V4 

Ibs. 

18% 
Ibs. 

m 
Ibs. 

13% 

Ibs. 

11% 

Ibs. 

19% 
Ibs. 

17% 

Ibs. 

14% 
Ibs. 

12% 
Ibs. 

9% 
Ibs. 

110.7 

81.4 

93.1 

78.4     63.8 

49.1 

I   88.6  1  73.9 

59.2 

44.5 

2 

83.8i72.0i  51.8: 

41.4    63.7  58.5'53.2 

48.0 

35/2    o0.6  46.0  41.4  36.8 

29.4 

0.07 

3 

55.9  48.0  40.2  37.4  42.5  39.0|35.5 

32.0 

28.7  33.7  30.7j27.6i24.6  21.4 

0.15 

4 

41.9  36.0  30.1  28.0  31.8  29.2 

26.6 

24.0 

21.5j25.3!23.0;20.7il8.4!l6.1 

0.27 

5 

33.5 

28.8 

24.1 

22.4  25.523.4 

21.3 

19.2 

17.2 

20.2 

18.4 

16.6 

14.7 

12.9 

0.41 

6 

27.9 

24.0 

20.1 

18.7  21.2  19.5 

17.7 

16.0 

14.4 

16.9 

15.3 

13.8 

12.3 

10.7 

0.60 

7 
8 

23.920.6117.2  16.0  18.2(16.7 
20.9  18.0il5.1  14.0  15.9  14.6 

15.2 
13.3 

13.7 
12.0 

12.3 
10.8 

12.6 

13.1 
11.5 

11.8 
10.4 

10.5 
9.2 

9.2 
8.0 

0.81 
1.06 

9 

18.6il6.0113.4il2.5  14.2:13.0 

11.8 

10.7 

9.6  11.2 

10.2 

9.2 

8.2 

7.1 

1.34 

10 

16.8 

14.4 

12.1 

11.2112.7 

11.7 

10.6 

9.6 

8.6 

10.1 

9.2 

8.3 

7.4 

6.4 

1.66 

11 

15.2 

13.1 

11.0 

10.2   11.  G 

10.6 

9.7 

8.7 

7.8 

9.2 

8.4 

7.5 

6.7 

5.8 

2.00 

12 

14.0 

12.0  10.1 

9.3 

10.6 

9.7 

8.9 

8.0 

7.2 

8.4 

7.7 

6.9 

6.1 

5.4 

2.38 

13 

12.9 

11.1 

9.3 

8.6 

9.8 

9.0 

8.2 

7.4 

6.6 

7.8 

7.1 

6.4 

5.7 

4.9 

2.80 

14 

12.0 

10.3 

8.6 

8.0 

9.1 

8.4 

7.6 

6.9 

6.2 

7.2 

6.6 

5.9 

5.3 

4.6 

3.24 

15 

11.2 

9.6 

8.0 

7.5 

8.5 

7.8 

7.1 

6.4 

5.7 

6.7 

6.1 

5.5 

4.9 

4.3 

3.72 

16 

10.5 

9.0 

7.5 

7.0 

8.0 

7.3 

6.7 

6.0 

5.4 

6.3 

5.7 

5.2 

4.6 

4.0 

4.24 

17 

9.9 

8.5 

7.1 

6.6 

7.5 

6.9 

6.3 

5.6 

5.1 

4.78 

18 

9.3 

8.0 

6.7 

6.2 

7.1 

6.5 

5.9 

5.3 

4.8 

5.36 

19 

""8.8 

"7."6 

"6"3 

"5."9 

5.98 

20 

8.41  7.2 

6.0 

5.6 

6.62 

Span 
in 
Feet 

1 
2 
3 
4 
5 

6 

7 
8 
9 
10 

11 

12 
13 

14 

Depth  and  Weight  of  Sections 

Coefficient  of 
Deflection 

6  Inch 

5  Inch 

4  Inch 

3  Inch 

15M! 
Ibs. 

13 

Ibs. 

Ibsf 

8 
Ibe. 

Ibs.2 

9 

Ibs. 

Ibs! 

7% 
Ibs. 

6V* 
Ibs. 

5% 
Ibs. 

6 
Ibs. 

5 

Ibs. 

4 

!bs. 

67.6 
34.7 
23.2 
17.4 
13.9 

11.6 
9.9 

8.7 
7.7 
6.9 

6.3 

5.8 

52.8 
30.8 
20.5 
15.4 
12.3 

10.3 
8.8 
7.7 
6.8 
6.2 

5.6 
5.1 

38.2 
26.  <J 
17.9 
13.4 
10.8 

9.0 

7.7 
6.7 
6.0 
5.4 

4.9 
4.5 

24.0 
23TT 
15.4 
11.6 
9.2 

7.7 
6.6 
5.8 
5.1 
4.6 

4.2 
3.9 

ffi 

22.2 
14.8 
11.1 
8.9 

7.4 
6.3 
5.5 
4.9 
4.4 

33.0 
18.9 
12.6 
9.5 
7.6 

6.3 
5.4 
4.7 
4.2 
3.8 

19.0 
15.8 
10.5 
7.9 
6.3 

5.3 

4.5 
4.0 
3.5 
3.2 

2.9 
2.6 

ffi 

12.2 
8.1 
6.1 
4.9 

4.1 
3.5 
3.0 
2.7 
2.4 

20.2 

TO 
7.4 
5.6 
4.5 

3.7 
3.2 

2.8 
"2".5 
2.2 

14.4 

ToT 

6.7 
5.1 
4.1 

3.4 

2.9 
2.5 
'"2.2 
2.0 

1177 
7.4 
4.9 
3.7 
2.9 

2.5 

15.8 

13TT 

6.6 
4.4 
3.3 
2.6 

2.2 

10.2^ 

3.9 
2.9 
2.3 

1.9 

0.02 
0.07 
0.15 
0.27 
0.41 

0.60 
0.81 
1.06 
1.34 
1.66 

2.00 
2.38 
2.80 
3.24 

2.1 
1.8 

1.9 
1.6 

1.7 
1.5 

4.0 
3.7 

3.4 
3.2 

5.3 

4.7 
4.4 

4.1 
3.8 

3.6 
3.3 

Loads  above  upper  horizontal  lines  will  produce  maximum  allowable  shear  in  webs. 
Loads  below  lower  horizontal  lines  will  produce  excessive  deflections. 
For  maximum  safe  loads,  see  page  185. 

197 


CARNEQIE    STEEL    COMPANY 


CO  rH  GO 
cOcOiO 


<M  *O  O5  CO  i—  I 
5  C5  00  t>-  I>  t- 


rH  CO  i—  I  CO 


0000 


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C5<MiO 


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UJ  10  •*  00  CO 


tal  li 
in  w 
tal  li 
tion. 


Loads  within  heavy  hori 
will  produce  excessive  sh 
Loads  below  dotted  hori 
will  produce  excessive  d 


oooooo 

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l>COTt<COlH 


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CO  CO  --I  O5  CD  CO 


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lOOOOCOCOOT  OO^OCOt^i-H 


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t^C5O<MC5 


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CO^(MI>OrH 
COOlOIM^HOO 

co  >o  >o  10  10  Tt< 


OOOOO         OOOOO 
<M^»OCDrH          T^(NOt-CD 


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cscot^i-noi 

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iO  rH  00  CD  >O  O5 

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rH  rH  (M  i—  1  CO  CO 


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198 


BEAM    SAFE    LOADS 


_  O  O  O  O  '• 

b-  -N  b-  co  x: 

»c  o  T}<  -^  co : 


O  O  O  C  O 
CD  IS  iC  ^  •* 


»c  I-H  t^-  co 

•*  •*  CO  CO 


OOOOO:  OOOO 
CM  t^  CM  X  CO  !  O  1-1  t^  •* 
1C  •<*  Tt<  CO  CO  !  CO  CO  CM  CM 


b-  CO  CO  »C  »C 


ooooo 

X  —i  "*  t^  O 
00  X  t^  CO  CO 


co  ic  ^*  -^  co  •    •*  oo  co  CM 

oooo  ""o"o"6"6*i o  o  o 

TfX'-H'C        X  CO  t>-  CM  •  i— i  O  CM 

t^coicic-*      •^•^coco:  COCMOJ 


3      §£;SS^ 


"^  CD  X  i—*  CO 
X  t^*  CD  CD  O 


O  O  O 

t^  ^H  co 

CO  CO  CM 


O  O  O  O  C 


iffl'T 

CO   CD   1C   Tfl  Tf 


00 
rt<  M 
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jad  spanoj         i-Hx'co'coi-5      ost^-^cMOJ      »ccodx      rHoico      t^o>c      co'ic'^' 


199 


CARNEGIE    STEEL    COMPANY 


EQUAL  ANG: 

ALLOWABLE  UNIFORM  LOAD  IN  Tno^Mps  OF  POUNDS 

Neutral  Axis  Parallel  to  Either  Leg 

Maximum  Bending  Stress,  16,000  Pounds  per  Square  Inch 


Size, 
Inches 

Thick- 
ness, 
Inches 

1  Foot 
Span 

Maximum   Span 
360x  Deflection 

Size, 
Inches 

Thick- 
ness, 
Inches 

1  Foot 
Span 

Maximum  Span 
360  x  Deflection 

Safe 
Load 

Safe 
Load 

Length, 
Feet 

Safe 
Load 

Safe 
Load 

Length, 
Feet 

8x8 

1H 

186.99 

8.31 

22.5 

3y2x3y2 

is 

24.00 

2.55 

9.4 

8x8 

1  'a 

177.81 

7.87 

22.6 

3y2x3y$ 

H 

22.51 

2.37 

9.5 

8x8 

1 

168.53 

7.43 

22.7 

3y2x3y$ 

H 

20.91 

2.18 

9.6 

8x8 
8x8 
8x8 
8x8 
8x8 

H 
if 

it 

159.15 
149.55 
139.84 
130.03 
120.00 

6.98 
6.53 
6.08 
5.63 
5.18 

22.8 
22.9 
23.0 
23.1 
23.2 

3y2  x3y2 

| 

19.31 
17.60 
15.89 
14.08 
12.27 
10.45 

2.00 
1.81 
1.62 
1.42 
1.23 
1.04 

9.7 
9.7 
9.8 
9.9 
10.0 
10.1 

8x8 

109.87 

4.73 

23.2 

3y2x3y2 

M 

8.43 

0.83 

10.2 

8x8 
8x8 

A 

99.63 

89.28 

4.28 
3.82 

23.3 
23.4 

3x3 
3x3 

ft 

13.87 
12.69 

1.69 
1.53 

8.2 
8.3 

3x3 

"\A 

11.41 

1.37 

8.3 

6x6 

l 

91.41 

5.48 

16.7 

3x3 

T7e 

10.13 

1.21 

8.4 

6x6 

li 

86.51 

5.16 

16.8 

3x3 

H 

8.85 

1.04 

8.5 

6x6 

81.39 

4.84 

16.8 

3x3 

ft 

7.57 

0.83 

8.6 

6x6 

11 

76.27 

4.51 

16.9 

3x3 

M 

6.19 

0.71 

8.7 

6x6 

M 

71.04 

4.18 

17.0 

2yx2y 

¥i 

7.79«, 

1.15 

6.8 

6x6 

ii 

65.81 

3.85 

17.1 

2y2x2y2 

f 

6.93 

1.01 

6.9 

6x6 

% 

60.37 

3.51 

17.2 

2y2x2y2 

H 

6.08 

0.87 

7.0 

6x6 

I9e 

54.83 

3.17 

17.3 

2y2x2y2 

ft 

5.12 

0.72 

7.1 

6x6 

Yz 

49.17 

2.83 

17.4 

2y2  x2y2 

H 

4.16 

0.58 

7.2 

6x6 

T6 

43.41 

2.48 

17.5 

2y2x2y2 

ft 

3.20 

0.44 

7.3 

6x6 

H 

37.65 

2.14 

17.6 

2y2x2y2 

Ys 

2.13 

0.29 

7.4 

2x2 

I7e 

4.27 

0.79 

5.4 

5x5 

1 

61.87 

4.55 

13.6 

2x2 

% 

3.73 

0.68 

5.5 

5x5 
5x5 
5x5 
5x5 

il 

K 
11 

58.56 
55.15 
51.73 

48.32 

4.28 
4.00 
3.73 
3.45 

13.7 
13.8 
13.9 
14.0 

2x2 
2x2 
2x2 
2x2 

ft 

¥ 

13S 

3.20 
2.67 
2.03 
1.39 

0.57 
0.46 
0.35 
0.24 

5.6 
5.7 
5.8 
5.8 

5x5 

H 

44.80 

3.18 

14.1 

tMxl^ 

I?o 

3.20 

0.68 

4.7 

5x5 
5x5 
5x5 
5x5 

41.17 
37.44 
33.60 
29.76 

2.90 
2.62 
2.34 
2.06 

14.2 
14.3 
14.4 
14.5 

1x11 

1 

1 

2.77 
2.45 
.2.03 
.49 
;  .07 

0.60 
0.51 
0.41 
0.30 
0.21 

4.7 
4.8 
4.9 
5.0 
5.1 

5x5 

/is 

25.81 

1.78 

14.5 

/4                74: 

/o 

iy2x~Ly2 

3^ 

2.03 

0.51 

4.0 

4x4 

11 

32.11 

2.95 

10.9 

iy2x  iy2 
iy2x\y2 

M 

.71 
39 

0.42 
0  33 

4.1 
4.2 

4x4 

M 

29.97 

2.73 

11.0 

iy2xiy2 

ft 

.07 

0.25 

4.3 

4x4 

U 

27.84 

2.51 

11.1 

]•}/%  x  1  1/? 

Ys 

0.77 

0.17 

4.4 

4x4 

25.60 

2.29 

11.2 

\.YxiY 

1.17 

0.36 

3.3 

4x4 

ft 

23.36 

2.07 

11.3 

L^|xlM 

M 

0.97 

0.29 

3.4 

4x4 

Y% 

21.01 

1.85 

11.4 

!MxlJ4 

I36 

0.76 

0.22 

3.5 

4x4 

I7s 

18.67 

1.63 

1!.4 

IMxlM 

Ys 

0.52 

0.14 

3.6 

4x4 

% 

16.21 

1.41 

11.5 

1     X   1 

M 

0.60 

0.22 

2.6 

4x4 

A 

13.76 

1.19 

11.6 

1     X   1 

0.47 

0.17 

2.7 

4x4 

M 

11.20 

0.96 

11.7 

I     X    1 

Ys 

0.33 

0.12 

2.8 

200 


BEAM  SAFE  LOADS 


~^t~ 

^fl    »QUAL  ANGLES 

ALLOWABLE  I^^BRM  LOAD  IN  THOUSANDS  OF  POUNDS 

^^^^ 

Neutral  Axis  Parallel  to  Shorter  Leg 

Maximum  Bending  Stress,  16,000  Pounds  per  Square  Inch 

iFoot 

Maximum  Span 

1  Foot 

Maximum   Span 

Size, 

Thick- 

Span 

360x  Deflection 

Size, 

Thick- 

Span 

360x  Deflection 

Inches 

ness, 
Inches 

Safe 

Safe 

Length, 

Inches 

ness, 
Inches 

Safe 

Safe 

Length, 

Load 

Load 

Feet 

Load 

Load 

Feet 

8          6 

1 

161.17 

7.49 

21.5 

6    x3^ 

1 

83.52 

5.57 

15.0 

8         6 

11 

152.21 

7.04 

21.6 

6    x3*4 

ii 

79.04 

5.24 

15.1 

8         6 

H 

143.04 

6.59 

21.7 

6    x3H 

% 

74.45 

4.90 

15.2 

8         6 

H 

133.87 

6.14 

21.8 

6    x3M 

H 

69.87 

4.57 

15.3 

8         6 

M 

124.48 

5.68 

21.9 

6    x3M 

H 

65.07 

4.23 

15.4 

8         6 

Ik 

114.88 

5.22 

22.0 

6    x3^ 

li 

60.27 

3.89 

15.5 

8x6 

X 

105.28 

4.76 

22.1 

6    x3H 

H 

55.36 

3.55 

15.6 

8x6 

'  i9« 

95.47 

4.30 

22.2 

6    x3M 

i9s 

50.35 

3.21 

15.7 

8x6 

y* 

85.55 

3.84 

22.3 

6    x3^ 

y* 

45.23 

2.86 

15.8 

8x6 

I7S 

75.41 

3.37 

22.4 

6    x3M 

i7» 

40.00 

2.52 

15.9 

8    x3^ 

8    x3^ 

i 
ti. 

146.03 
138.03 

7.53 
7.08 

19.4 
19.5 

6    x3^ 
6    x3M 

H 
A 

34.67 
29.23 

2.17 
1.83 

16.0 
16.0 

8    x3^ 

K 

129.92 

6.63 

19.6 

8    x3>^ 

•H 

121.60 

6.17 

19.7 

5x4 

H 

53.23 

4.00 

13.3 

8    x3^ 

K 

113.17 

5.72 

19.8 

5x4 

li 

50.03 

3.73 

13.4 

8    x3>$ 

H 

104.58 

5.23 

19.9 

5x4 

M 

46.61 

3.46 

13.5 

8    x3^ 

K 

95.79 

4.78 

20.0 

5x4 

ii 

43.20 

3.19 

13.5 

8    x3^ 

I93 

86.93 

4.32 

20.1 

5x4 

H 

39.79 

2.92 

13.6 

8    x3M 

H 

77.97 

3.86 

20.2 

5x4 

A 

36.16 

2.64 

13.7 

8    x3^ 

I7* 

68.80 

3.39 

20.3 

5x4 

^ 

32.53 

2.36 

13.8 

7    x3H 
7    x3^ 

1 

It 

112.85 
106.67 

6.52 
6.13 

17.3 
17.4 

5x4 
5x4 

I7e 

H 

28.80 
24.96 

2.07 
1.78 

13.9 
14.0 

7    *&A 
7    x3H 
7    x3^ 
7    x3H 
7    x3^ 
7    x3M 
7    x3J* 
7    x3H 
7    x3>i 

H 

li 
« 

H 

M 

I99 
H 

A 

K 

100.48 
94.08 
87.68 
81.07 
74.35 
67.52 
60.59 
53.44 
46.19 

5.75 
5.36 
4.97 
4.58 
4.18 
3.77 
3.37 
2.96 
2.54 

17.5 
17.6 
17.6 
17.7 
17.8 
17.9 
18.0 
18.1 
18.2 

5    x3H 
5    x3^ 
5    x3^ 
5    x3K 
5    x3K 
5    x3}$ 
5    x3^ 
5    x3^ 
5       3% 

% 
li 
H 

n 

H 

I9s 

H 

I78 

H 

52.05 
48.85 
45.65 
42.35 
38.93 
35.41 
31.89 
28.16 
24.43 

4.04 
3.76 
3.49 
3.21 
2.93 
2.64 
2.36 
2.07 
1.79 

12.9 
13.0 
13.1 
13.2 
13.3 
13.4 
13.5 
13.6 
13.7 

6x4 

i 

85.55 

5.56 

15.4 

5        3^ 

I58 

20.69 

1.51 

13.7 

6x4 

II 

80.96 

5.22 

15.5 

6x4 

% 

76.27 

4.89 

15.6 

5         3 

li 

47.47 

3.77 

12.6 

6x4 

ii 

71.47 

4.55 

15.7 

5         3 

M 

44.37 

3.49 

12.7 

6x4 

M 

66.67 

4.22 

15.8 

5         3 

ii 

41.17 

3.22 

12.8 

6x4 

ii 

61.65 

3.88 

15.9 

5          3 

M 

37.87 

2.94 

12.9 

6x4 

H 

56.64 

3.54 

16.0 

5          3 

i9* 

34.45 

2.65 

13.0 

6x4 

A 

51.52 

3.20 

16.1 

5         3 

H 

31.04 

2.37 

13.1 

6x4 

M 

46.19 

2.85 

16.2 

5          3 

/s 

27.52 

2.09 

13.2 

6x4 

IT» 

40.85 

2.51 

16.3 

5          3 

H 

23.89 

1.80 

13.3 

6x4 

M 

35.41 

2.16 

16.4 

5          3 

A 

20.16 

1.51 

13.4 

201 


CARNEGIE    STEEL    COMPANY 


UNEQUAL  ANfi 
ALLOWABLE  UNIFORM  LOAD  IN  THO^^NDS  OF  POUNDS 

Neutral  Axis  Parallel  to  Shorter  Leg 

Maximum  Bending  Stress,  16,000  Pounds  per  Square  Inch 


Size, 

Thick- 

1 Foot 
Span 

Maximum    Span 
360  x  Deflection 

Size, 

Thick- 

1  Foot 
Span 

Maximum  Span 
360  x  Deflection 

Inches 

ness, 
Inches 

Safe 

Safe 

Length, 

Inches 

II  CSS, 

Inches 

Safe 

Safe 

Length, 

Load 

Load 

Feet 

Load 

Load 

Feet 

4^x  3 

11 

38.61 

3.36 

11.5 

3   x2H 

I9e 

12.27 

1.53 

8.0 

4i/  x  g 

II 

36.05 

3.11 

11.6 

3   x2}/2 

11.09 

1.37 

8.1 

4V  x  3 

33.49 

2.87 

11.7 

3   x2>i 

JL 

9.92 

1.22 

8.1 

4-U  x  3 

li 

30.83 

2.62 

11.8 

3   x2^ 

y% 

8.64 

1.06 

8.2 

4H  x  3 

28.16 

2.38 

11.8 

3    x2H 

A 

7.36 

0.89 

8.3 

ft 

25.28 

2.13 

11.9 

3   x2y2 

k 

5.97 

0.71 

8.4 

4j|x  3 

22.40 

1.87 

12.0 

41/2  x  3 

3/£ 

19.52 

1.61 

12.1 

3x2 

M 

10.67 

1.39 

7.7 

4J^  x  3 

IEa 

16.43 

1.35 

12.2 

3x2 

I7o 

9.49 

1.22 

7.8 

3x2 

^ 

8.32 

1.05 

7.9 

4   x3H 

11 

31.15 

2.94 

10.6 

3x2 

B 

7.04 

0.88 

8.0 

4   x3j/2 

II 

29.23 

2.73 

10.7 

3x2 

/I 

5.76 

0.71 

8.1 

4   x3J^ 

is 

27.20 

2.52 

10.8 

4   x3M> 

|| 

25.07 

2.30 

10.9 

2HJX   2 

rx 

7.47 

1.15 

6.5 

4   x3M 

22.93 

2.08 

11.0 

2>ix    2 

IS 

6.72 

1.02 

6.6 

4    x'3^/2 

1/s 

20.69 

1.86 

11.1 

2^x    2 

0    / 

M 

5.87 

0.88 

6.7 

4   x3H 

I75 

18.35 

1.64 

11.2 

5.01 

0.74 

6.8 

4   x3J^ 

3/£ 

16.00 

1.41 

11.3 

2^x    2 

T£ 

4.05 

0.59 

6.9 

4   x3>£ 

A 

13.44 

1.18 

11.4 

I3o 

3.09 

0.44 

7.0 

2^x    2 

H 

2.13 

0.30 

7.1 

4x3 

11 

30.61 

2.97 

10.3 

4x3 

k 

28.59 

2.75 

10.4 

2V'xl1-o 

B 

4.69 

0.73 

6.4 

4x3 

u 

26.56 

2.53 

10.5 

2  \/  x  11^ 

IX 

3.84 

0.59 

6.5 

4x3 

R> 

24.53 

2.31 

10.6 

2}/xll^ 

A 

2.99 

0.45 

6.6 

4x3 

I9o 

22.40 

2.09 

10.7 

4x3 
4x3 
4x3 
4x3 
4x3 

M 
ft 
ft 

20.16 
17.92 
15.57 
13.12 
10.67 

1.87 
1.64 
1.42 
1.19 
0.96 

10.8 
10.9 
11.0 
11.0 
11.1 

234X  iy< 
2J4x  \Yi 

§ 

5.76 
5.12 
4.48 
3.84 
3.20 

1.02 
0.90 
0.77 
0.65 
0.53 

5.6 
5.7 
5.8 
5.9 
6.0 

S^  x    3 

13 

23.47 

2.57 

9.1 

A 

2.45 

0.40 

6.0 

31A  x   3 
33^2  x    3 
3J4  x   3 
3^  x   3 

31/2"  x    3 

1 

I7s 

21.87 
20.37 
18.77 
17.17 
15.47 
13.76 

2.38 
2.19 
2.00 
1.81 
1.62 
1.43 

9.2 
9.3 
9.4 
9.5 
9.5 
9.6 

55555 

X  X  X  X  X 
<N(M(M(M<N 

I 

3.63 
3.09 
2.56 
1.92 
1.39 

0.70 

0.58 
0.47 
0.35 
0.24 

5.2 
5.3 
5.4 
5.5 
5.6 

31A  x   3 

II 

12.05 

1.24 

9.7 

3>2  x    3 

l^fl 

10.24 

1.05 

9.8 

2  xlM 

1£ 

2.45 

0.47 

5.2 

3^  x   3 

M 

8.32 

0.84 

9.9 

2  xlM 

ft 

1.92 

0.36 

5.3 

3iJx2iJ 
3^x23^ 

1 

19.73 

18.24 
16.64 
15.04 

2.19 
2.00 
1.82 
1.63 

9.0 
9.1 
9.1 
9.2 

lil 

I 

1.92 
1.49 
1.00 

0.42 
0.32 
0.21 

4.6 

4.7 
4.8 

3  V^  x  2V^ 

7 

13.44 

1.44 

9.3 

31^x21^ 

% 

11.73 

1.24 

9.4 

l^£xlJ4 

I5ff 

1.71 

0.44 

3.9 

3J4  x  2J/i 

5 

9.92 

1.04 

9.5 

1  ^2  X  1  ii 

M 

1.39 

0.35 

4.0 

3>ix2^ 

M 

8.00 

0.83 

9.6 

iHxl* 

ft 

1.07 

0.26 

4.1 

202 


BEAM    SAFE    LOADS 


UNEQUAL  ANGLES 

ALLOWABLE  UNIFORM  LOAD  IN  THOUSANDS  OF  POUNDS 

Neutral  Axis  Parallel  to  Longer  Leg 

Maximum  Bending  Stress,  16,000  Pounds  per  Square  Inch 

Size, 

Thick- 

1  Foot 
Span 

Maximum  Span 
360  x  Deflection 

Size, 

Thick- 

1  Foot 
Span 

Maximum  Span 
360  x  Deflection 

Inches 

ness, 
Inches 

Safe 

Safe 

Length, 

Inches 

ness, 
Inches 

Safe 

Safe 

Length, 

Load 

Load 

Feet 

Load 

Load 

Feet 

8         6 

1 

95.15 

5.44 

17.5 

6  x3H 

1 

30.93 

3.09 

10.0 

8        6 

M 

89.92 

5.11 

17.6 

6x3^ 

il 

29.23 

2.90 

10.1 

8        6 

H 

84.69 

4.79 

17.7 

6  x3M 

7A 

27.63 

2.71 

10.2 

8        6 

H 

79.36 

4.45 

17.8 

6x3^ 

ii 

25.92 

2.52 

10.3 

8        6 

N 

73.92 

4.13 

17.9 

6  x3J^ 

H 

24.21 

2.33 

10.4 

8        6 

H 

68.37 

3.80 

18.0 

6  x3^ 

ii 

22.51 

2.14 

10.5 

8x6 

H 

62.72 

3.48 

18.0 

6  x3K 

H 

20.69 

1.95 

10.6 

8x6 

A 

56.96 

3.15 

18.1 

6x3^ 

I96 

18.88 

1.76 

10.7 

8x6 

H 

51.09 

2.81 

18.2 

6x3^ 

M 

16.96 

1.57 

10.8 

8x6 

A 

45.12 

2.47 

18.3 

6x3^ 

I7* 

15.04 

1.38 

10.9 

8  x3^ 

8  x3^ 

i 
11 

32.21 
30.40 

3.10 
2.90 

10.4 
10.5 

6  x3M 
6  x3H 

N 
A 

13.12 
11.09 

1.19 
1.00 

11.0 
11.1 

8  x3^ 
8  x3^ 
8  x3K 
8  x3^ 
8  x3^ 
8  x3^ 
8x3^ 
8  x3H 

H 

ii 
H 
it 
H 

i9* 
H 
i7* 

28.69 
26.88 
25.07 
23.15 
21.33 
19.41 
17.49 
15.57 

2.71 
2.52 
2.33 
2.13 
1.94 
1.74 
1.57 
1.38 

10.6 
10.7 
10.8 
10.9 
11.0 
11.1 
11.2 
11.3 

5x4 
5x4 
5x4 
5x4 
5x4 
5x4 
5x4 
5x4 

7A 
ii 

M 

n 
% 

I95 

H 

I7S 

35.31 
33.17 
30.93 
28.69 
26.45 
24.11 
21.76 
19.31 

3.15 
2.93 
2.71, 
2.50 
2.28 
2.16 
1.84 
1.62 

11.2 
11.3 
11.4 
11.5 
11.6 
11.7 
11.8 
11.9 

7  x33^ 

i 

31.57 

3.10 

10.2 

5x4 

H 

16.75 

1.40 

12.0 

7x3^ 

il 

29.87 

2.90 

10.3 

7x3^ 

% 

28.16 

2.71 

10.4 

5  x3M 

74 

26.88 

2.71 

9.9 

7  x3H 

ii 

26.45 

2.52 

10.5 

5  x3^ 

n 

25.28 

2.53 

10.0 

7   x3H 

M 

24.64 

2.33 

10.6 

5  x3^ 

K 

23.68 

2.34 

10.1 

7  x3M 

ii 

22.83 

2.14 

10.7 

5  x3K 

H 

21.97 

2.15 

10.2 

7x3^ 

H 

21.01 

1.95 

10.8 

5  x3X 

H 

20.27 

.97 

10.3 

7x3^ 

i9* 

19.20 

1.76 

10.9 

5   x3^ 

A 

18.45 

.78 

10.4 

7  x3H 

H 

17.28 

1.57 

11.0 

5  x3J^ 

H 

16.64 

.60 

10.4 

7  x3^ 

i7« 

15.36 

1.38 

11.1 

5  x3^ 

•LS 

14.83 

.41 

10.5 

7  x3X 

H 

13.44 

1.19 

11.2 

5  x3^ 

H 

12.91 

.22 

10.6 

5  x3^ 

IS 

10.88 

.02 

10.7 

6x4 

i 

40.43 

3.55 

11.4 

6x4 
6x4 
6x4 
6x4 
6x4 

il 

Ji 

II 

ii 

38.29 
36.16 
33.92 
31.68 
29.44 

3.33 
3.12 
2.90 
2.69 
2.47 

11.5 
11.6 
11.7 
11.8 
11.9 

5x3 
5x3 
5x3 
5x3 

n 

M 
ii 
H 

18.56 
17.39 
16.11 
14.83 

2.16 
2.00 
.83 
.67 

8.6 
8.7 
8.8 
8.9 

6x4 

£i 

27.09 

2.26 

12.0 

5x3 

A 

13.55 

.51 

9.0 

6x4 

i"« 

24.64 

2.05 

12.0 

5x3 

H 

12.27 

.35 

9.1 

6x4 

H 

22.19 

1.84 

12.1 

5x3 

IT6 

10.88 

.18 

9.2 

6x4 

I79 

19.73 

1.62 

12.2 

5x3 

« 

9.49 

.02 

9.3 

6x4 

« 

17.07 

1.39 

12.3 

5x3 

A 

8.00 

0.85 

9.4 

203 


CARNEGIE    STEEL    COMPANY 


UNEQUAL  ANGLES 

ALLOWABLE  UNIFORM  LOAD  IN  THOUSANDS  OF  POUNDS 

Neutral  Axis  Parallel  to  Longer  Leg 

Maximum  Bending  Stress,  16,000  Pounds  per  Square  Inch 

1  Foot 

Maximum    Span 

1  Foot 

Maximum    Span 

Size, 

Thick- 

Span 

360  x  Deflection 

Size, 

Thick- 

Span 

360  x  Deflection 

Inches 

ness, 
Inches 

Safe 

Safe 

Length, 

Inches 

ness, 
Inches 

Safe 

Safe 

Length, 

Load 

Load 

Feet 

Load 

Load 

Feet 

4  */  x  3 

ii 

18.24 

2.15 

8.5 

3    x2y2 

8.75 

1.25 

7.0 

^{/  x  3 

H 

17.07 

1.99 

8.6 

Vi 

7.89 

1.12 

7.0 

4^x  3 

15.89 

1.83 

8.7 

3   x2y2 

I« 

7.04 

0.99 

7.1 

y& 

14.61 

1.67 

8.8 

3   x2y2 

6.19 

0.85 

7.2 

4i|  x  3 

13.33 

1.51 

8.8 

3   x2y2 

5 

5.23 

0.72 

7.3 

4^x  3 

3-1 

12.05 

1.35 

8.9 

3   x2y2 

M 

4.27 

0.58 

7.4 

<iy2  x  3 

7_ 

10.77 

1.19 

9.0 

43J  x  3 

3 

9.39 
8.00 

1.03 
0.87 

9.1 
9.2 

3x2 
3x2 

H 

i7s 

5.01 

4.48 

0.88 
0.77 

5.7 
5.8 

3x2 

¥ 

3.95 

0.67 

5.9 

4    x33^ 

13 

24.53 

2.56 

9.6 

3x2 

1  0 

3.41 

0.57 

6.0 

4   x3y2 

% 

22.93 

2.37 

9.7 

3x2 

k 

2,77 

0.46 

6.1 

4   x3y2 

IX 

21.33 

2.18 

9.8 

4   x3}/£ 
4   x3y2 
4   x3y2 

4   x3y2 
4   x3y2 

\ 

IS 

19.63 
17.92 
16.21 
14.40 
12.59 
10.67 

1.98 
1.79 
.60 
.41 
.22 
.03 

9.9 
10.0 
10.1 
10.2 
10.3 
10.4 

bi\t^b^^\tO\l2\ 

X  X  X  X  X  X 

to  to  to  to  to  to 

i 

I3o 

4.91 
4.37 
3.84 
3.31 
2.67 
2.13 

0.89 
0.78 
0.67 
0.57 
0.46 
0.35 

5.5 
5.6 
5.7 
5.8 
5.9 
6.0 

4x3 

IS 

17.92 

.15 

8.3 

2y2x   2 

k 

1.49 

0.23 

6.1 

4x3 

H 

16.75 

.99 

8.4 

4x3 
4x3 
4x3 

y 

15.57 
14.40 
13.12 

.83 
.67 
1.51 

8.5 
8.6 
8.7 

IS 

U 

A 

1.81 
1.49 
1.17 

0.41 
0.33 
0.25 

4.4 
4.5 
4.6 

4x3 

\ 

11.84 

1.35 

8.8 

4x3 

T 

10.56 

1.19 

8.9 

2j^x  i  y2 

y? 

2.77 

0.67 

4.1 

4x3 

\ 

9.28 

1.03 

8.9 

2^xiy2 

l'o 

2.45 

0.58 

4.2 

4x3 

: 

7.89 

0.87 

9.0 

2]/£  X\]/2 

2.13 

0.50 

4.3 

4x3 

y 

6.40 

0.70 

9.1 

2y±  x\y2 

TH 

1.81 

0.41 

4.4 

2^xiy2 

M 

1.49 

0.33 

4.5 

3  y2  x  3 

; 

17.60 

2.17 

8.1 

21^x13/2 

1.17 

0.25 

4.6 

3>£x  3 

E    ' 

16.43 

2.01 

8.2 

3y2x  3 

'; 

15.36 

.85 

8.3 

2  xiy2 

y 

2.13 

0.51 

4.2 

3lAx  3 

:!)6 

14.19 
12.91 

.69 
.52 

8.4 
8.5 

2  xiy2 
2  xiy2 

i 

1.81 
1.49 

042 
0.34 

4.3 
4.4 

<$y2  x  3 

11.73 

.36 

8.6 

2  xiy2 

3 

1.17 

0.26 

4.5 

3y2  x  3 

10.45 

.20 

8.7 

2  xiy2 

H 

0.80 

0.17 

4.6 

3}/2  x  3 

y 

9.07 

1.04 

8.7 

3j^x  3 

Yi 

7.68 
6.19 

0.87 
0.70 

8.8 
8.9 

2  xlJ4 
2  x!34 

M 

I3s 

1.04 
0.80 

0.28 
0.21 

3.7 
3.8 

3y?x2y2 

1 

10.56 
9.81 
8.96 
8.11 

1.51 
1.39 
1.26 
1.13 

7.0 
7.1 
7.1 

7.2 

IpxlM 

M 

P* 

1.01 
0.80 
0.56 

0.28 
0.22 
0.15 

3.6 
3.7 
3.8 

3y2x2y2 

I7a 

7.25 

0.99 

7.3 

sy2  x2y2 

N 

6.29 

0.85 

7.4 

i  y2x  1  34 

16 

1.17 

0.34 

3.4 

3y2x2% 

5.33 

0.71 

7.5 

iy2x  134 

0.99 

0.28 

3.5 

33-ix23i 

M 

4.37 

0.58 

7.6 

13^x134 

I3d 

0.78 

0.22 

3.6 

204 


BEAM    SAFE    LOADS 


TEES 

,                                  •    . 

ALLOWABLE  UNIFORM  LOAD  IN  THOUSANDS  OF  POUNDS 

Neutral  Axis  Parallel  to  Flange 

Maximum  Bending  Stress,  16,000  Pounds  per  Square  Inch 

EQUAL  TEES 

Size 

IFoot 

Maximum  Span 

Size 

IFoot 

Maximum  Span 

Weight 
per 

Span 

360  x  Deflection 

Weight 
per 

Span 

360  x  Deflection 

Flange, 
Inches 

Stem, 
Inches 

Foot, 
Pounds 

Safe 

Safe 

Length, 

Flange, 
Inches 

Stem, 
Inches 

Foot, 
Pounds 

Safe 

Safe 

Length, 

Load 

Load 

Feet 

Load 

Load 

Feet 

4 

4 

13.5 

21.55 

1.89 

11.4 

2M 

2M 

4.1 

3.41 

0.53 

6.4 

4 

4 

10.5 

16.85 

1.45 

11.6 

2 

2 

4.3 

3.31 

0.59 

5.6 

3J^ 

3^2 

11.7 

16.32 

1.65 

9.9 

2 

2 

3.56 

2.77 

0.49 

5.7 

3H 

3^ 

9.2 

12.69 

1.27 

10.0 

1M 

1% 

3.09 

2.03 

0.41 

4.9 

3 

3 

9.9 

11.73 

1.41 

8.3 

1J-6 

1M 

2.47 

1.49 

0.36 

4.1 

3 

3 

8.9 

10.45 

1.24 

8.4 

11A 

i*A 

1.94 

1.17 

0.27 

4.3 

3 

3 

7.8 

9.17 

1.08 

8.5 

1M 

1M 

2.02 

1.01 

0.30 

3.4 

3 

3 

6.7 

7.89 

0.92 

8.6 

1M 

1M 

1.59 

0.78 

0.22 

3.5 

2H 

2Ji 

6.4 

6.29 

0.90 

7.0 

1 

l 

1.25 

0.49 

0.18 

2.7 

2% 

2M 

5.5 

5.33 

0.75 

7.1 

1 

l 

0.89 

0.35 

0.12 

2.9 

2K 

2M 

4.9 

4.37 

0.69 

6.3 

UNEQUAL  TEES 

Size 

IFoot 

Maximum  Span 

Size 

IFoot 

Maximum  Span 

Weight 

Span 

360  x  Deflection 

Weight 

Span 

360  x  Deflection 

Flange, 

Stem, 

Foot, 

Flange, 

Stem, 

per 
Foot, 

Inches 

Inches 

Pounds 

Safe 

Safe 

Length, 

Inches 

Inches 

Pounds 

Safe 

Safe 

Length, 

Load 

Load 

Felt 

Load 

Load 

Feet 

5 

3 

13.4 

11.41 

1.25 

9.1 

31A 

3 

10.8 

12.05 

.42 

8.5 

5 

21A 

10.9 

8.96  1  1.20 

7.5 

31A 

3 

8.5 

9.49 

.09 

8.7 

4H 

3}4 

15.7 

22.72 

2.37 

9.6 

3H 

3 

7.5 

9.07 

.04 

8.7 

4J^ 

3 

9.8 

9.71 

1.07 

9.1 

3 

4 

11.7 

20.69 

.92 

10.8 

4M 

3 

8.4 

8.32 

0.90 

9.2 

3 

4 

10.5 

18.35 

.68 

10.9 

4^ 

2H 

9.2 

6.72 

0.87 

7.7 

3 

4 

9.2 

16.11 

1.47 

11.0 

4JS 

2^i 

7.8 

5.76 

0.74 

7.8 

3 

3^ 

10.8 

15.89 

1.66 

9.6 

5 

15.3 

33.39 

2.40 

13.9 

3 

3% 

9.7 

14.19 

1.46 

9.7 

t 

5 

11.9 

25.92 

1.84 

14.1 

3 

3% 

8.5 

12.37 

1.26 

9.8 

i 

43^ 

14.4 

27.09 

2.15 

12.6 

3 

21A 

7.1 

6.40 

0.89 

7.2 

t 

4J^ 

11.2 

21.12 

1.65 

12.8 

3 

2% 

6.1 

5.55 

0.76 

73 

3 

9.2 

9.60 

1.08 

8.9 

3 

21A 

5.0 

4.59 

0.62 

7.4 

3 

7.8 

8.21 

0.90 

9.1 

2M 

3 

7.1 

8.96 

1.08 

8.3 

2]/z 

8.5 

6.61 

0.87 

7.6 

2K 

3 

6.1 

7.68 

0.91 

8.4 

2y2 

7.2 

5.65 

0.73 

7.7 

2M 

2.87 

0.93 

0.25 

3.7 

2 

7.8 

4.27 

0.70 

6.1 

2 

1/4 

3.09 

1.60 

0.36 

4.4 

4 

2 

6.7 

3.63 

0.59 

6.2 

llA 

2 

2.45 

2.03 

0.37 

5.5 

31A 

4 

12.6 

21.12 

1.90 

11.1 

1H 

i>£ 

1.25 

0.57 

0.15 

3.7 

3H 

4 

9.8 

16.53 

1.46 

11.3 

ik 

5 

0.88 

0.14 

0.07 

1.9 

205 


CARNEGIE    STEEL    COMPANY 


ZEES 

ALLOWABLE  UNIFORM  LOAD  IN  THOUSANDS  OF  POUNDS 

Neutral  Axis  Parallel  to  Flanges 

Maximum  Bending  Stress,  16,000  Pounds  per  Square  Inch 

Size 

1  Foot 

Maximum  Span 

Weight 

Span 

360  x  Deflection 

Depth, 
Inches 

Flanges, 
Inches 

Thickness, 
Inches 

per  Foot, 
Pounds 

Safe 

Safe 

Length, 

Load 

Load 

Feet 

6K 

3^ 

K 

34.6 

174.93 

1.42 

12.3 

6A 

3!9S 

ie3 

32.0 

162.35 

1.33 

12.2 

6 

3H 

H 

29.4 

149.76 

1.24                12.1 

6H 

3^ 

ie1 

28.1 

150.40             1.22                12.3 

6A 

3A 

« 

25.4 

136.75             1.12               12.2 

6 

33^ 

A 

22.8 

123.20 

1.02                12.1 

6H 

3^ 

^ 

21.1 

119.68 

0.97 

12.3 

6A 

3!9e 

I?6 

18.4 

104.85 

0.86 

12.2 

63^^ 

15.7 

90.03 

0.75               12.1 

5H          3^           ii 

28.4 

119.47 

1.16               10.3 

5^                 3A                  M 

26.0 

110.29 

1.08               10.2 

5                    3Ji                  JJ 

23.7 

101.01 

1.00               10.1 

5H                 3^                  ^ 

22.6 

102.08 

0.99               10.3 

5A                 3A                  A 

20.2 

91.95 

0.90               10.2 

5                    3M 

« 

17.9 

81.92 

0.81               10.1 

5H                 3^ 

A 

16.4 

79.36 

0.77 

10.3 

5A                 3A 

H 

14.0 

68.16 

0.67 

10.2 

5                    3^ 

IS 

11.6 

56.96 

0.57 

10.1 

4H                 3A 

H 

23.0               77.44 

0.93 

8.3 

4A                 3>i 

n 

20.9 

70.93 

0.87 

8.2 

4                    3A 

H 

18.9 

64.53 

0.80 

8.1 

4H 

3!% 

I9e- 

18.0 

65.92 

0.79 

8.3 

4^ 

3^ 

« 

15.9 

58.67 

0.72 

3-2 

4 

3& 

I78 

13.8 

51.52 

0.64 

8.1 

4^                 3^ 

H 

12.5 

49.81 

0.60 

8.3 

4& 

3M 

A 

10.3 

41.71 

0.51 

8.2 

4 

3A 

M 

8.2 

33.49 

0.41 

8.1 

3A 

2^ 

i9g 

14.3 

36.59 

0.59 

6.2 

3 

2iJ 

H 

12.6 

32.64 

0.54 

6.1 

3A 

2M 

I7S 

11.5 

31.79 

0.51 

6.2 

3 

21  el                         ^ 

9.8 

27.41 

0.45 

6.1 

3A 

2% 

TSff 

8.5 

25.39 

0.41 

6.2 

3 

2H               M 

6.7 

20.48 

0.34 

6.1 

206 


STRUCTURAL    DETAILS 


27' 


^ 

-^=3 

-§-  1 

-r-*-    ^ 

3-   * 

-§-  e 

•5-  ° 

.«,..  a 

-••—" 

• 

• 
• 

• 
• 

• 

• 
• 
• 
• 

• 

<=n 

J^ 

BEAM  CONNECTIONS 


2  Angles  4x 4x3£"x  l'-8}$"     2 Angles  4 x 4'x ^  1-5%' 

5'/2':  15"2^"  12" 


2  Angles 


10,"  9f  8" 


2  Angles  4"x/xJ{'exO-ll1/i" 

RiVets  and  bolts-%"diam. 


er  5A 


2  Angles  6"x4x%"x  0-5\%     2Angles6"x  4x%" 


ZAngl 


LIMITING  VALUES  OF  BEAM  CONNECTIONS 


I  Beams 


27 
24 

"2T 
20 

18 


15 
12 


10 
'.) 

8 


Weight 

Lbs.per 

Foot 


83 


80 


Value  of  Web 
Connection 


Shop  Rivets 

in  Enclosed 

Bearing, 

Pounds 


66800 


57^. 
65 


'•17500 
^2700^ 
40200 


45000 
41400 

L".IO()() 


Values  of  Outstanding  Legs  of  Connection  Angles 
Field  Rivets  Field  Bolts 


Rivets  or 
Turned  Bolts, 
Single  Shear, 
Pounds 


(11  000 


53000 
53000 


44200 

35300 

—35300— 

35300 


Min.  Allow- 
able Span  in 

Feet, 
Uniform  Load 


18.4 


17.5 
16.3 


15.5 
T7\6" 


27 


3690O 
21.000 
23600 
17200 


35300 
35300 


26500 
26500 


27900 
20900 


1  7700 
17700 


21 
T8~~ 

^ 


26100 
18900 


1  1300 
10400^ 
9500      i        8800 


8800 

-ggoo 


iso 


8.9 
11.1 


"8JT 
103 


7.4 
6.9 


5.7 


4.3 

4.4 


6.2 
-±A 


^Q 


"  Rough  Bolts, 
Single  Shear, 
Pounds 


Min.  Allow 
able  Span  in 

Feet, 
niform  Load 


49500 


23.1 


42400 
42400 


21.9 
20.2 


35300 


28300 


28300 
28300 


28300 
28300 


21200 
21200 


14100 
14100 


14100 
14100 


7100 


7TOO~ 


TTOO" 


ALLOWABLE  UNIT  STRESS  IN  POUNDS  PER  SQUARE  INCH 

I Shop  30000 

.Shop  24000 


Single 
Shear 


Rough  Bolts 


.Field 


8000 


Rivets.  .  ...Shop  1200o!| 

Rivets  andTurnedBolts...FieldlOO^^ 


Rivets—  one  side 


Rough  Bolts  ...........  Field  16000 


t=Web  thickness,  in  bearing,  to  develop  max.  allowable  reactions,  when  beams  frame  opposite. 

Connections  are  figured  for  bearing  and  shear  (no  moment  considered). 

The  above  values  agree  with  tests  made  on  beams  under  ordinary  conditions  of  use. 

Where  web  is  enclosed  between  connection  angles  (enclosed  bearing),  values  are  greater  because 
of  the  increased  efficiency  due  to  friction  and  grip. 

Special  connections  shall  be  used  when  any  of  the  limiting  conditions  given  above  are  exceeded — 
such  as  end  reaction  from  loaded  beam  being  greater  than  value  of  connection;  shorter  span  with 
beam  fully  loaded;  or  a  less  thickness  of  web  when  maximum  allowable  reactions  are  used. 


207 


CARNEGIE   STEEL   COMPANY 


BEAM  SEPARATORS 

AMERICAN     BRIDGE     COMPANY    STANDARD 

Beams 

Separator 

%"  Bolts 

Diagrams 

1 

f, 

Weight 
per  Foot, 
Pounds 

ter  to  Center 
•earns,  Inches 

Dut  to  Out 
langes,  Inches 

Dimensions 

a 
5 

1 
1 

"S  — 
.15  -^ 
~  i^ 
^^ 

CT: 
•—  t 

S 
I 

ight,  Pounds 
Head  and  Nut 

it 
£3 

a  '6 

1? 

w 
In. 

h 
In. 

d 
In. 

t 
Ii 

p 

#s 

PH 

"8 

_o 

I-H  J 

S 

V      . 

"tr 

S^H 

~£ 

24 

115-110-105 

8% 

16M 

S 

20 

12 

5/s 

31 

3.6 

wy2 

3.4 

0.25 

100 

8 

12 

y& 

2S 

3.6 

10 

3.2 

0.25 

24 

95  and  90 

8 

15M 

12 

3.6 

10 

3.2 

0.25 

85 

8 

15M 

7H20 

12 

y&  '2c 

3.6 

9y2 

3.1 

0.25 

80 

8 

15 

7^ 

20 

12 

« 

29 

3.6 

^A 

3.1 

0.25 

20 

100  and  95 
90 

8 

[4% 

\% 

16 
16 

12 
12 

j|J22 

2.9 
2.9 

10 

3.2 
3.1 

0.25 
0.25 

85  and  80 

7y2 

143/£ 

16 

12 

/"8  22 

2.9 

9  2 

3.0 

0.25 

e>—  T-R- 

75 

7y2 

14 

}3/ 

16 

12 

5/  °2 

2.9 

9 

3.0 

0.25 

20 

70 

7 

)!  .'> 

16 

12 

^21 

2.9 

9 

3.0 

0.25 

^         LJ 

65 

7 

13M 

)  '  ^ 

16 

12 

^ 

21 

2.9 

83^ 

3.0 

0.25 

'i 

18 

90 
85  and  80 

8 
8 

L5M 

7M 

14 

14 

9 
9 

!-« 

20 
21 

2.5 
2  5 

10 
10 

3.2 
3.2 

0.25 
0.25 

T*  'rf    * 

75 

8 

is  8 

~3. 

14 

9 

21 

2.5 

10 

3.2 

0.25 

§''-" 

70  and  65 

7 

-334 

>T4 

14 

9 

;h 

18 

2.5 

9 

3.0 

0.25 

18 

60 

7 

334 

>'L> 

14 

9 

's 

L9 

2.5 

1^ 

3.0 

0.25 

55 

75 

7 
7 

13 

!'* 

14 

9 

>8 

19 

2.5 

1r* 

3.0 

0.25 
n  occ 

15 

70  and  65 

• 

7 

'3M 

5V£ 

11 
11 

iyA 

12 
12 

.D 

1.6 

9 

3.0 
3.0 

U.Zo 
0.25 

^__^,,  '^  w_  _^ 

60 

&y2 

.23^ 

J?4 

11 

73^2 

H 

11 

1.6 

8 

2.7 

0.25 

15 

55 
50  and  45 

6H 

2^ 

|M 

11 
11 

7M 

^ 

4 

11 

12 

1.6 
1.6 

8 
8 

2.7 
2.7 

0.25 
0.25 

J/8"  Cored  Holes 

42 

Gy2 

2  4 

11 

73^ 

yz 

12 

1.6 

8 

2.7 

0.25 

12 

55 

6 

1/4 

*>34 

8M 

5 

i  .^ 

9 

1.3 

8 

2.7 

0.25 

50 

6 

l)i 

>/4 

8M 

5 

j  ^ 

9 

1.3 

8 

2.7 

0.25 

45 

6 

134 

534 

8% 

5 

/^ 

9 

1.3 

7H 

2.6 

0.25 

12 

40  and  35 

6 

134 

,']'., 

8M 

5 

i  ~ 

9 

1.3 

7H 

2.6 

0.25 

31.5 

5 

1 

,'-' 

5 

ii- 

9 

1.3 

7H 

2.6 

0.25 

40 

5  3/2 

0% 

:<  ( 

7y2 

i  _- 

(i 

1.1 

7y> 

1.3 

0.13 

10 

35 

5H 

OH 

/'4 

7y2 

i  r, 

1.1 

7 

1.3 

0.13 

30 

5  y2 

7  A 

i  ~ 

7 

1.1 

7 

1.3 

0.13 

25 

5y2 

o  2 

71A 

>2 

.  7 

1.1 

7 

1.3 

0.13 

^e"               IVs 

35 

5 

0 

1  / 

&y2 

1  .^ 

r> 

0.9 

7 

1.3 

0.13 

rr% 

9 

30 

5 

9H 

H 

6H 

'l  " 

5 

0.9 

1.2 

0.13 

25 

5 

9J/2 

1  2 

6H 

'I  ~ 

5 

0.9 

63/2 

1.2 

0.13 

!   !          "^ 

21 

5 

934 

&y2 

}~2 

5 

0.9 

63/£ 

1.2 

0.13 

<£L         j  —  j 

25.5 

4^y2 

9 

§y<2. 

]X 

4 

0.8 

6 

1.1 

0.13 

^1  M^             jj 

8 

23 

43/£ 

8M 

5]A 

'l  ~ 

4 

0.8 

6 

1.1 

0.13 

^jf, 

20.5  and  18 

4H 

5H 

4 

4 

0.8 

6 

1.1 

0.13 

i 

20 

43/2< 

8y^ 

5 

1  .^ 

4 

0.7 

6 

1.1 

0.13 

; 

7 

17.5 

4H 

834 

5 

1  ~> 

4 

0.7 

6 

1.1 

0.13 

I*..      L    w 

15 

4H 

834 

34' 

5 

}~2 

4 

0.7 

6 

1.1 

0.13 

^6. 

6 

17.25 
14.75 

4 
4 

7H 

51 

4H 

\\ 

4 

4 

0.6 
0.6 

5M 

1.1 
1.1 

0.13 
0.13 

%"  Cored  Hole 

12.25 

4 

73/2  3M 

4H 

')  ? 

4 

0.6 

53/2 

1.1 

0.13 

For  5",  4"  and  3"  beams,  use  1"  gas  pipe  334",  3"  and  2%"  long  respectively. 

208 


STRUCTURAL     DETAILS 


TIE  RODS  AND  ANCHORS 

AMERICAN    BRIDGE    COMPANY    STANDARD 


"Ic.  toe.  of 
"beams. 


INCH  TIE  RODS 


LENGTHS  AND  WEIGHTS  FOR  VARIOUS    DISTANCES  C.  TO  C.  OF  BEAMS 
Weights  include  two  Nuts 


C.toC. 

Length 

Weight 

C.toC. 

Length 

Weight 

C.toC 

Length 

Weight 

C.toC. 

Length 

Weight 

Ft.-In. 

Ft.-In. 

Pounds 

Ft.-In. 

Ft.-In. 

Pounds 

Ft.-In. 

Ft.-In. 

Pounds 

Ft.-In. 

Ft.-In. 

Pounds 

1-0 

1-3 

2.30 

1-3 

1-6 

2.67 

1-6 

1-9 

3.05 

1-9 

2-0 

3.42 

2-0 

2-3 

3.80 

2-3 

2-6 

4.17 

2-6 

2-9 

4.55 

2-9 

3-0 

4.92 

3-0 

3-3 

5.30 

3-3 

3-6 

5.67 

3-6 

3-9 

6.05 

3-9 

4-0 

6.42 

4-0 

4-3 

6.80 

4-3 

4-6 

7.17 

4-6 

4-9 

7.55 

4-9 

5-0 

7.92 

5-0 

5-3 

8.30 

5-3 

5-6 

8.67 

5-6 

5-9 

9.05 

5-9 

6-0 

9.42 

6-0 

6-3 

9.80 

6-3 

6-6 

10.17 

6-6 

6-9 

10.55 

6-9 

7-0 

10.92 

7-0 

7-3 

11.30 

7-3 

7-6 

11.67 

7-6 

7-9 

12.05 

7-9 

8-0 

12.42 

8-0 

8-3 

12.80 

8-3 

8-6 

13.17 

8-6 

8-9 

13.55 

8-9 

9-0 

13.92 

ANCHORS 


SWEDGE  BOLT 


O    _    Q    _ 


Weight  includes  Nut 


GOVERNMENT  ANCHOR 


j    Diameter 

Length 

Weight 

Inches 

Feet  -  Inches 

Pounds 

1« 

0-9 
1-0 
1-0 
1-3 

1.3 
2.3 
3.1 
6.1 

BUILT-IN  ANCHOR  BOLTS 


M"Rod  1' 9"  long.    Wt.,31be. 
ANGLE  ANCHOR 


°W 


When  center  to  center  of  anchors  is  less  than 
width  of  washer,  use  washer  with  two  holes. 


2  Angles  6"  x  4"  x "/!«"  x  0' 
Weight  with  H"  bolts,  7  Ibe. 


CARNEGIE    STEEL    COMPANY 


BEARING  PLATES 

The  size  and  thickness  of  steel  bearing  plates  depend  on  the  end 
reaction,  length  of  bearing,  and  unit  pressure.      The  following  table 
gives  sizes  for  beams  of  usual  spans,  the  allowable  safe  loads  in  thousands 
of  pounds  and  the  span  of  beams  giving  equivalent  end  reactions. 
STANDARD  BEARING  PLATES 


Beam 

Wall  Bearing,  1 
Inches 

Bearing  Plate 

Lim. 
Span 
of 
Beam, 
Ft. 

Beam 

Wall  Bearing, 
Inches 

Bearing  Plate 

Lim. 
Span 
of 
Beam, 

Ft. 

Depth, 
In. 

Wt., 

Lbs. 

E 

Size, 
In. 

Wt., 
Lbs. 

Max. 

Safe 
Load 

Depth, 
In. 

Wt., 
Lbs. 

E 

Size, 
In. 

Wt., 
Lbs. 

Max. 
Safe 
Load 

27 
24 
21 
20 
18 
15 
15 
12 

83 
80 
57.50 
65 
55 
60 
42 
31.50 

16 
16 
16 
16 
16 
16 
12 
12 

16x16x1 
16x16x1 
16x16x1 
16x16x1 
16x16x1 
16x16x1 
16x12x1 
12xl2x% 

73 
73 
73 
73 
73 
73 
55 
31 

40.2 
37.9 
35.9 
35.0 
34.1 
34.1 
24.4 
20.6 

28.4 
24.5 
17.4 
17.8 
13.8 
12.6 
12.9 
9.3 

10 
9 
8 
7 
6 
5 
4 
3 

25 
21 

18 
15 
12.25 
9.75 
7.50 
5.50 

8 
8 
8 
8 
6 
6 
4 
4 

rf^  *>•  OS  O5  00  00  10  tO 

xxxxxxxx 

*-  ^  Oi  Oi  00  00  00  00 

xxxxxxxx 

\WNS5  \--\-  \°>  \Cn\Oi\W 
00\  00\  fcO\  fcO\00\  00\  <X\  lf*\ 

21 
17 
12 
12 
5 
5 
2 
2 

13.1 
8.7 
16.7 
15.4 
12.0 
10.7 
9.0 
7.2 

9.9 
11.6 
4.5 
3.6 
3.2 
2.4 
1.8 
1.3 

Allowable  loads  given  for  standard  beams  will  apply  also  to  supplementary 
and  other  beams  of  equal  depth  and  end  reactions. 

Plates  of  special  sizes  may  be  taken  from  the  table  of  projection 
coefficients  given  below,  calculated  from  the  following  formula.       Let 
A  =length  of  bearing  plate,  in  inches. 
B  =width  of  bearing  plate,  in  inches, 
t  = thickness  of  bearing  plate,  in  inches. 
b  =flange  width  of  beam,  in  inches. 
R  =reaction  on  bearing  plate,  in  pounds, 
w  =R^AxB,  allowable  unit  pressure  on  masonry. 


fAta 
:     6 


4ft3 
:  3w 


B  (B— b)  = 2^ — — ,  the  same  as  the  formula  for  rolled  steel  slabs,  page  225. 

RULE  : — Take  from  table  on  opposite  page  the  proper  size  bearing  plate 
for  the  reaction  and  unit  pressure.  Multiply  the  width  of  the  plate  by  the 
width  minus  the  width  of  the  beam  flange  and  select  from  the  table  below 
the  thickness  corresponding  to  the  value  for  the  given  unit  pressure. 

PROJECTION  COEFFICIENTS 


Unit 
Pressure, 

Thickness  of  Bearing  Plates,  in  Inches 

Lbs  per 

Sq.  In, 

% 

1A 

H 

M 

H 

1 

IK 

1M 

iys 

1H 

1% 

1M 

1% 

2 

75 

40.0 

71.1 

111.1 

160 

218 

284 

360 

444 

538 

640 

751 

871 

1000 

1138 

100 

30.0 

53.3 

83.3 

120 

163 

213 

270 

333 

403 

480 

563 

653 

750 

853 

125 

24.0 

42.7 

67.7 

96 

131 

171 

216 

267 

323 

384 

451 

523 

600 

683 

150 

20.0 

35.6 

55.6 

80 

109 

142 

180 

222 

269 

320 

376 

436 

500 

569 

175 

17.1 

30.5 

47.6 

69 

93 

122 

154 

190 

230 

274 

322 

373 

429 

488 

200 

15.0 

26.7 

41.7 

60 

82 

107 

135 

167 

202 

240 

282 

327 

375 

427 

250 

12.0 

21.3 

33.3 

48 

65 

85 

108 

133 

161 

192 

225 

261 

300 

341 

300 

10.0 

17.8 

27.8 

40 

54 

71 

90 

111 

134 

160 

188 

218 

250 

284 

350 

8.6 

15.2 

23.8 

34 

47 

61 

77 

95 

115 

137 

161 

187 

214 

244 

400 

7.5 

13.3 

20.8 

30 

41 

53 

68 

83 

101 

120 

141 

163 

188 

213 

210 


STRUCTURAL    DETAILS 


BEARING  PLATES 

SAFE  RESISTANCES  IN  THOUSANDS  OF  POUNDS 

Wall 

Bearing  Plates                                Pressure  in  Pounds  per  Square  Inch 

Bear- 

ing, 
Inches 

Length, 
Inches 

Width, 
Inches 

75 

100 

125 

150 

175 

200 

250 

300 

350 

400 

4 

4 

4 

1.2 

1.6 

2.0 

2.4 

2.8 

3.2 

4.0 

4.8 

5.6 

6.4 

4 

4 

6 

1.8 

2.4 

3.0 

3.6 

4.2 

4.8 

6.0 

7.2 

8.4 

9.6 

4 

4 

8 

2.4 

3.2 

4.0 

4.8 

5.6 

6.4 

8.0 

9.6 

11.2 

12.8 

6 

6 

6 

2.7 

3.6 

4.5 

5.4 

6.3 

7.2 

9.0 

10.8 

12.6 

14.4 

6 

6 

8 

3.6 

4.8 

6.0 

7.2 

8.4 

9.6 

12.0 

14.4 

16.8 

19.2 

6 

6 

10 

4.5 

6.0 

7.5 

9.0 

10.5 

12.0 

15.0 

18.0 

21.0 

24.0 

g 

8 

8 

4.8 

6.4 

8.0 

9.6 

11.2 

12.8 

16.0 

19.2 

22.4 

25.6 

8 

8 

10 

6.0 

8.0 

10.0 

12.0 

14.0 

16.0 

20.0 

24.0 

28.0 

32.0 

8 

8 

12 

7.2 

9.6 

12.0 

14.4 

16.8 

19.2 

24.0 

28.8 

33.6 

38.4 

10 

10 

10 

7.5 

10.0 

12.5 

15.0 

17.5 

20.0 

25.0 

30.0 

35.0 

40.0 

10 

10 

12 

9.0 

12.0 

15.0 

18.0 

21.0 

24.0 

30.0 

36.0 

42.0 

48.0 

10 

10 

14 

10.5 

14.0 

17.5 

21.0 

24.5 

28.0 

35.0 

42.0 

49.0 

56.0 

12 

12 

12 

10.8 

14.4 

18.0 

21.6 

25.2 

28.8 

36.0 

43.2 

50.4 

57.6 

12        12 

14 

12.6 

16.8 

21.0 

25.2 

29.4 

33.6 

42.0 

50.4 

58.8 

67.2 

12        12 

16 

14.4 

19.2 

24.0 

28.8 

33.6 

38.4 

48.0 

57.6 

67.2 

76.8 

14        14 

14 

14.7 

19.6 

24.5 

29.4 

34.3 

39.2 

49.0 

58.8 

68.6 

78.4 

14 

14 

16 

16.8 

22.4 

28.0 

33.6 

39.2 

44.8 

56.0 

67.2 

78.4 

89.6 

14 

14 

18 

18.9 

25.2 

31.5 

37.8 

44.1 

50.4 

63.0 

75.6 

88.2 

100.8 

14 

14 

20 

21.0 

28.0 

35.0 

42.0 

49.0 

56.0 

70.0 

84.0 

98.0 

112.0 

16        16 

16 

19.2 

25.6 

32.0 

38.4 

44.8 

51.2 

64.0 

76.8 

89.6 

102.4 

16 

16 

18 

21.6 

28.8 

36.0 

43.2 

50.4 

57.6 

72.0 

86.4 

100.8 

115.2 

16 

16 

20 

24.0 

32.0 

40.0 

48.0 

56.0 

64.0 

80.0 

96.0 

112.0 

128.0 

16 

16 

22 

26.4 

35.2 

44.0 

52.8 

61.6 

70.4 

88.0 

105.6 

123.2 

140.8 

18 

18 

18 

24.3 

32.4 

40.5 

48.6 

56.7 

64.8 

81.0 

97.2 

113.4 

129.6 

18 

18 

20 

27.0 

36.0 

45.0 

54.0 

63.0 

72.0 

90.0 

108.0 

126.0 

144.0 

18 

18 

22 

29.7 

39.6 

49.5 

59.4 

69.3 

79.2 

99.0 

118.8 

138.6 

158.4 

18 

18 

24 

32.4 

43.2 

54.0 

64.8 

75.6 

86.4 

108.0 

129.6 

151.2 

172.8 

20 

20 

20 

30.0 

40.0 

50.0 

60.0 

70.0 

80.0 

100.0 

120.0 

140.0 

160.0 

20 

20 

22 

33.0 

44.0 

55.0 

66.0 

77.0 

88.0 

110.0 

132.0 

154.0 

176.0 

20 

20 

24 

36.0 

48.0 

60.0 

72.0 

84.0 

96.0 

120.0 

144.0 

168.0 

192.0 

20 

20 

26 

39.0 

52.0 

65.0 

78.0 

91.0 

104.0 

130.0 

156.0 

182.0 

208.0 

22 

22 

22 

36.3 

48.4 

60.5 

72.6 

84.7 

96.8 

121.0 

145.2 

169.4 

193.6 

22 

22 

24 

39.6 

52.8 

66.0 

79.2 

92.4 

105.6 

132.0 

158.4 

184.8 

2U.2 

22 

22 

26 

42.9 

57.2 

71.5 

85.8 

100.1 

114.4 

143.0 

171.6 

200.2 

228.8 

22 

22 

28 

46.2 

61.6 

77.0 

92.4 

107.8 

123.2 

154.0 

184.8 

215.6 

246.4 

24 

24 

24 

43.2 

57.6 

72.0 

86.4 

100.8 

115.2 

144.0 

172.8 

201.6 

230.4 

24 

24 

26 

46.8 

62.4 

78.0 

93.6 

109.2 

124.8 

156.0 

187.2 

218.4 

249.6 

24 

24 

28 

50.4 

67.2 

84.0 

100.8 

117.6 

134.4 

168.0 

201.6 

235.2 

268.8 

24 

24 

30 

54.0 

72.0 

90.0 

108.0 

126.0 

144.0 

180.0 

216.0 

252.0 

288.0 

211 


CARNEGIE    STEEL     COMPANY 


DETAILS  FOR  PUNCHING  AND  RIVETING 

AMERICAN   BRIDGE    COMPANY   STANDARD 

CONVENTIONAL  SIGNS  FOR  RIVETING 


Shop  Rivets 


Field  Rivets 


Shop  Rivets 


Countersunk 
and  chipped 


0  ™ 


Countersunk 
and  chipped 


.not  chipped    , 
Max,  height.  l/g 


A 


Flattened 
to  V4"  hif?h 
and  5/k  Rivet 


1    1     1 


Flattened 
to3/8     high 


J        l-c^J—  YH  —  1^3  —  cp—  ^i-— 


djj| 


GAUGES  FOR  ANGLES,  INCHES 


Leg 


gl 
g2 

g3 


Max.  rivet 


7     6 


H 


For  column  details,  6"  leg  (y%  inch  thick  or  less)  against  column  shaft,  g2  =  1M",  g8  —  3". 
For  diagonal  angles,  etc.,  gauge  in  middle,  where  riveted  leg  equals  or  exceeds  3"  for  %"  rivets, 
i"for  Y%" rivets. 
Use  special  gauges  to  adapt  work  to  multiple  punch,  or  to  secure  desirable  details. 


CLEARANCE   FOR 
WEB  RIVETING 


RIVETS  IN 
CRIMPED  ANGLES 


STANDARD 
RIVET  DIES 


l%"jj_IL_l_/lj.!L_  Distance  x  should  be  \Y2"  plus  thickness 

l%"il%"    "  iVs"   "  of  chord  angles,  but  never  less  than  2". 


CLEARANCE  FOR  COVER  PLATE  RIVETING 

d   d  Dimensions  in  Inches 


O  \/ 

~\   H     1 


2% 


212 


STRUCTURAL  DETAILS 


RIVET  SPACING 

AMERICAN   BRIDGE   COMPANY  STANDARD 

MINIMUM  STAGGER  FOR  RIVETS 


Dia. 
of 

Rivet. 
Inches 


Minimum  stagger,  d,  inches 


c,  Inches 


S    13/16    1*4 


HI 


It 


HI 
ill 


1% 


lf'i« 


Hi 


13 


X    0 


ii_q 


DISTANCE  CENTER  TO  CENTER   OF  STAGGERED  RIVETS 
Values  of  x  for  varying  values  of  a  and  b 


IK 


a,  Inches 


IK 


2A 


2K  2K 

r'- 


IK! 
HI 

Hi 

1"5 


2K 


2K 


IK 


U 


IK 


2K 


IK 


Hi 


IK 


Hi 


2K 


IK 


IK 


2K 


IK      2 


2K 


2K 


3K  2dJ2A[2K 

2AJ2A    2K   2K>2 


2A 

2K 
2A 

2- 


2Al2JiJfij2A    2K   2 A 


2K 


2A 

2A 


2K- 
2% 


2K 


2K 


2T9e- 


2K    2% 


2K 


211 


3K 


it- 


21S 


3K 


2K 


3K 


2K  2K2K 


2HI2K 


2K2M 

21  i  J21I 
2%' 


21  fj 


3K 


3 


-):, 

21S 
2K3 
21f  3  A 

3K 
3K 

3K 


3K 


Values  below  and  to  right  of  upper  zigzag  line  are  large  enough  for  91"  rivets. 
Values  below  and  to  right  of  lower  zigzag  line  are  large  enough  for  K"  rivets. 

MINIMUM  RIVET  SPACING 


Dia.  of  Rivet,  Inches!  K 

K 
IK 

K 

K 

K 

K 

1 

IK 

x,  Minimum,  Inches.    1 

1*4 

2 

2K 

2K 

3 

3K 

213 


CARNEGIE    STEEL    COMPANY 


REDUCTION  OF  AREA  FOR  RIVET  HOLES 

Area  in  Square  Inches=Diameter  of  Hole  by  Thickness  of  Metal 

Thickness 

Diameter  of  Hole 

in  Inches 

of  Metal, 
Inches 

H 

% 

%6 

% 

1%6 

3/i 

13/io 

% 

15/16 

1 

Itte 

IVs 

I3o 

.05 

.09 

.11 

.12 

.13 

.14 

.15 

.16 

.18 

.19 

.20 

.21 

K 

.06 

.13 

.14 

.16 

.17 

.19 

.20 

.22 

.23 

.25 

.27 

.28 

A 

.08 

.16 

.18 

.20 

.21 

.23 

.25 

.27 

.29 

.31 

.33 

.35 

H 

.09 

.19 

.21 

.23 

.26 

.28 

.30 

.33 

.35 

.38 

.40 

.42 

I78 

.11 

.22 

.25 

.27 

.30 

.33 

.36 

.38 

.41 

.44 

.46 

.49 

y* 

.13 

.25 

.28 

.31 

.34 

.38 

.41 

.44 

.47 

.50 

.53 

.56 

I9e 

.14 

.28 

.32 

.35 

.39 

.42 

.46 

.49 

.53 

.56 

.60 

.63 

H 

.16 

.31 

.35 

.39 

.43 

.47 

.51 

.55 

.59 

.63 

.66 

.70 

11 

.17 

.34 

.39 

.43 

.47 

.52 

.56 

.60 

.64 

.69 

.73 

.77 

H 

.19 

.38 

.42 

.47 

.52 

.56 

.61 

.66 

.70 

.75 

.80 

.84 

13 

.20 

.41 

.46 

.51 

.56 

.61 

.66 

.71 

.76 

.81 

.86 

.91 

H 

.22 

.44 

.49 

.55 

.60 

.66 

.71 

.77 

.82 

.88 

.93 

.98 

ii 

.23 

.47 

.53 

.59 

.64 

.70 

.76 

.82 

.88 

.94 

1.00 

1.05 

i 

.25 

.50 

.56 

.63 

.69 

.75 

.81 

.88 

.94 

1.00 

1.06 

1.13 

1A 

.27 

.53 

.60 

.66 

.73 

.80 

.86 

.93 

1.00 

1.06 

1.13 

1.20 

1H 

.28 

.56 

.63 

.70 

.77 

.84 

.91 

.98 

1.05 

1.13 

1.20 

.27 

Il36 

.30 

.59 

.67 

.74 

.82 

.89 

.96 

1.04 

1.11 

1.19 

1.26 

.34 

1M 

.31 

.63 

.70 

.78 

.86 

.94 

1 

.02 

1.09 

1.17 

1.25 

1.33 

.41 

Id 

.33 

.66 

.74 

.82 

.90 

.98 

1.07 

1.15 

1.23 

1.31 

1.39 

.48 

1% 

.34 

.69 

.77 

.86 

.95 

1.03 

1 

.12 

1.20 

1.29 

1.38 

1.46 

.55 

Il76 

.36 

.72 

.81 

.90 

.99 

1.08 

1 

17 

1.26 

1.35 

1.44 

1.53 

1.62 

IK 

.38 

.75 

.84 

.94     1.03 

1.13 

1.22 

1.31     1.41 

1.50 

1.59 

1.69 

STAGGER  OF  RIVETS  TO  MAINTAIN  NET  SECTION 

AMERICAN    BRIDGE     COMPANY     STANDARD 

1  Hole  Out                   2  Holes  Out 

Dimensions  in  Inches 

eJHr'*T~ 

t*  JS^'i 

a 

%" 

Rivet 

%" 
Rivet 

ai 

8/i"      %" 
Rivet  Rivet 

^±3E£ 

T~r     r^p:?q__j 

b 

b 

b 

b 

u       v_  /  1    i 

1 

1% 

1M 

5 

3A- 

3i50 

U-b-J 

1« 

1» 

2 

5y2 

3J4 

3M 

y=diameter  of  rivet  +  J^" 

2 

2y2 

i£ 

2M 
2^ 

6 

6K 

3H 

3^2 

3^ 
3M 

3 

2,7g 

2YK 

7 

35^ 

^7X 

a-y=  Va2+  b2~2y           ai-2y=Va2+b2'3y 

3* 

if! 

|il 

7H 

3M 

m 

4/8 
4K 

b=v^y+y^              b=V2ay+y* 

43^ 

2}| 

3i% 

8^ 

4 

4M 

a=sum  of  gauges  minus  thickness  of  angle. 

Y%"  rivets,  can  be  taken  at  y%"  less  than 

for  W  rivets. 

1"  rivets,  can  be  taken  at  y&"  more  than  for  y&"  rivets. 

214 


RIVETS  AND   PINS 


STRESSES  IN  RIVETS  AND  PINS 

Rivets.  In  transmitting  stresses  between  riveted  pieces,  it  is 
customary  to  disregard  friction  and  to  proportion  rivets  to  the  entire 
stress  to  be  transmitted.  They  must  be  of  sufficient  size  and  number 
to  resist  shear  and  to  afford  such  bearing  area  as  not  to  cause  distor- 
tion of  the  metal  at  the  rivet  holes.  In  the  case  of  beams  which  frame 
opposite  and  of  single  web  girders,  this  latter  condition  often  necessi- 
tates a  greater  thickness  of  web  than  required  by  the  shearing  stresses. 
In  a  plate  girder  with  %s"  web,  %"  rivets  connecting  the  web  with 
the  flange  angles  would  have  a  bearing  value  at  24,000  pounds  unit 
stress  of  5,630  pounds  per  rivet,  while  their  value  in  double  shear  at 
12,000  pounds  unit  stress  is  10,600  pounds  per  rivet;  and  it  might  be 
necessary  to  increase  the  web  thickness  to  %"  or  more  in  order  that 
the  pressure  of  the  rivets  upon  the  metal  be  not  excessive. 

Pins.  Pins  must  be  calculated  for  shearing,  bending  and  bearing 
stresses,  but  one  of  the  latter  two  will  in  most  cases  determine  the 
size.  When  groups  of  bars  are  connected  to  the  same  pin,  as  in  the 
lower  chord  of  truss  bridges,  the  size  of  the  bars  must  be  so  chosen 
and  the  bars  so  placed  that  at  no  point  on  the  pin  will  there  be  any 
excessive  bending  stress.  When  the  size  of  pin  has  been  determined 
from  the  bending  stress,  the  thickness  of  the  bars  or  web  of  the  post 
should  be  investigated  to  provide  sufficient  bearing  area,  the  bars 
being  thickened  or  pin  plates  added  if  necessary. 

The  following  is  the  formula  for  flexure  applied  to  pins: 
M—  f  TT  d3  -^  32  or  =f  A  d  -s-  8,  in  which  M  =  moment  of  forces 
for  any  section  through  pin,  f=fiber  stress  per  square  inch  in 
bending,  A  =  the  area  of  section,  d  =  diameter,  IT  =3.14159.  The 
forces  are  assumed  to  act  in  a  plane  passing  through  the  axis  of  the 
pin. 

EXAMPLE  1. — A  pin,  see  figure,   has  to  carry  a  load  of 

64,000  pounds;  required   the  size  at   24,000   pounds   fiber 

stress,    assuming   the  distance  between   points  of  support 

to  be  5  inches. 

Bending  moment=64,000 x  5  -=-  4=80,000  inch  pounds; 

use  a  334  inch  pin;  allowed  moment:  80,900  inch  pounds. 

EXAMPLE  2. — Required  the  thickness  of  metal  in  the 
top  chord  of  a  bridge  to  give  sufficient  bearing  area  to  a  3% 
inch  pin,  having  to  transmit  a  stress  of  121,400  pounds  at 
an  allowed  bearing  pressure  of  24,000  pounds  per  square 
inch. 

The  bearing  value  of  a  3%  inch  pin  for  1  inch  thickness 
of  metal  is  81,000  pounds;  therefore,  the  thickness  of  metal 
required=121,400-=-  81, 000=1  Y2  inch,  or  each  web  of  the 
chord  must  be  y±  inch  thick,  including  pin  plates. 

215 


CARNEGIE    STEEL    COMPANY 


RIVETS 
SHEARING  AND  BEARING  VALUES 

Values  in  Pounds,  all  Dimensions  in  Inches 


%  INCH  RIVETS  —  Area  .1104  Square  Inch 

1 

Un  t,  Lbs.  per  Sq.  In. 

7000 

8000 

9000 

10000 

11000 

12000 

Single  Shear  per  Rivet 

770 

880 

990 

1100 

1210 

1320 

Double  Shear  per  Rivet 

1540 

1760 

1980 

2200 

2420 

2640 

M 

a 

1 

Unit,  Lbs.  per  Sq.  In. 

14000 

16000 

18000 

20000 

22000 

24000 

Thickness  in  Inches 

1A 
1% 
H 

660 
980 
1310 

750 
1130 
1500 

840 
1270 
1690 

940 
1410 

1880 

1030 
1550 
2060 

1130 
1690 
2250 

A 

H 

1640 
1910 

1880 
2250 

2110 
2530 

2340 
2810 

2580 
3090 

2810 
3380 

1/2  INCH  RIVETS—  Area  .1963  Square  Inch 

1 

Unit,  Lbs.  per  Sq.  In. 

7000 

8000 

9000 

10000 

11000 

12000 

Single  Shear  per  Rivet 

1370 

1570 

1770 

1960 

2160 

2360 

Double  Shear  per  Rivet 

2750 

3140 

3530 

3930 

4320 

4710 

I 
1 

Unit,  Lbs.  per  Sq.  In. 

14000 

16000 

18000 

20000 

22000 

24000 

I 
a 
a 

M 
H 

i3s 
M 
& 
% 

1310 
1750 
2190 
2630 

1500 
2000 
2500 
3000 

1690 
2250 
2810 
3380 

1880 
2500 
3130 
3750 

2060 
2750 
3440 
4130 

2250 
3000 
3750 
4500 

& 

y2 

3060 
3500 

3500 
4000 

3940 
4500 

4380 
5000 

4810 
5500 

5250 
6000 

%  INCH  RIVETS—  Area  .3068  Square  Inch 

& 
1 

02 

Unit,  Lbs.  per  Sq.  In. 

7000 

8000 

9000 

10000 

11000 

12000 

Single  Shear  per  Rivet 

2150 

2450 

2760 

3070 

3370 

3680 

Double  Shear  per  Rivet 

4300 

4910 

5520 

6140 

6750 

7360 

bD 

a 
•E 

Unit,  Lbs.  per  Sq.  In. 

14000 

16000 

18000 

20000 

22000 

24000 

Thickness  in  Inches 

A 

M 

iss 

*A 

i75 

1640 
2190 
2730 
3280 
3830 

1880 
2500 
3130 
3750 
4380 

2110 

2810 
3520 
4220 
4920 

2340 
3130 
3910 
4690 
5470 

2580 
3440 
4300 
5160 
6020 

2810 
3750 
4690 
5630 
6560 

^ 

I95 

M 

4380 
4920 
5470 

5000 
5630 
6250 

5630 
6330 
7040 

6250 
7030 
7810 

6880 
7730 
8590 

7500 
8440 
9380 

Values  below  dotted  lines  are  greater  than  double  shear. 

216 


RIVETS     AND    PINS 


RIVETS 
SHEARING  AND  BEARING  VALUES 
Values  in  Pounds,  Dimensions  in  Inches 

%  INCH  RIVETS—  Area  .4418  Square  Inch 

i 
a 

Unit,  Lbs.  per  Sq.  In 

7000 

8000 

9000 

10000 

11000 

12000 

Single  Shear  per  Rivet 

3090 

3530 

3980 

4420 

4860 

5300 

Double  Shear  per  Rivet 

6190 

7070 

7950 

8840 

9720 

10600 

! 

Unit,  Lbs.  per  Sq.  In. 

14000 

16000 

18000 

20000 

22000 

24000 

Thickness  in  Inches 

M 
........... 

% 
A 

Yz 
& 

"&  "" 

-    2630 

3000 

3380 

3750 

4130 

4500 

3280 
3940 
4590 
5250 
5910 

3750 
4500 
5250 
6000 
6750 

4220 
5060 
5910 
6750 
7590 

4690 
5630 
6560 
7500 
8440 

5160 
6190 
7220 
8250 
9280 

5630 
6750 
7880 
9000 
10130 

6560 

7500 

8440 

9380    1 

10310 

11250 

y8  INCH  RIVETS—  Area  .6013  Square  Inch 

| 

Unit,  Lbs.  per  Sq.  In. 

7000 

8000 

9000 

10000 

11000 

12000 

Single  Shear  per  Rivet 

4210 

4810 

5410 

6010 

6610 

7220 

Double  Shear  per  Rivet 

8420 

9620 

10820 

12030 

13230 

14430 

Unit,  Lbs.  per  Sq.  In. 

14000 

16000 

18000 

20000 

22000 

24000 

.3 
13 

H 

M 
ISB 

3060 
3830 

3500 
4380 

3940 
4920 

4380 
5470 

4810 
6020 

5250 
6560 

H 

/B 
H 
I96 
*A 

4590 
5360 
6130 
6890 
7660 

5250 
6130 
7000 

7880 
8750 

5910 
6890 
7880 
8860 
9840 

6560 
7660 
8750 
9840 
10940 

7220 
8420 
9630 
10830 
12030 

7880 
9190 
10500 
11810 
13130 

'n       1 

8420 

9630 

10830 

£2030  1 

13230 

14430 

1  INCH  RIVETS—  Area  .7854  Square  Inch 

1 

Unit,  Lbs.  per  Sq.  In. 

7000 

8000 

9000 

10000 

11000 

12000 

Single  Shear  per  Rivet 

5500 

6280 

7070 

7850 

8640 

9420 

Double  Shear  per  Rivet 

11000 

12570 

14140 

15710 

17280 

18850 

! 

Unit,  Lbs.  per  Sq.  In. 

14000 

16000 

18000 

20000 

22000 

24000 

a 

M 

1BS 

K 

3500 
4380 
5250 

4000 
5000 
6000 

4500 
5630 
6750 

5000 
6250 
7500 

5500 
6880 
8250 

6000 
7500 
9000 

& 
X 

1% 
K 
ii 
X 

6130 
7000 
7880 
8750 
9630 
10500 

7000 
8000 
9000 
10000 
11000 
12000 

7880 
9000 
10130 
11250 
12380 
13500 

8750 
10000 
11250 
12500 
13750 
15000 

9630 
11000 
12380 
13750 
15130 
16500 

10500 
12000 
13500 
15000 
16500 
18000 

n 

11380 

13000 

14630 

16250 

17880 

19500 

Values  above  upper  dotted  lines  are  less  than  single  shear. 
Values  below  lower  dotted  lines  aie  greater  than  double  shear. 

217 


CARNEGIE  STEEL   COMPANY 


PINS 

BEAKING  VALUES  IN  POUNDS  ON  METAL  ONE  INCH  THICK 

Bearing  Value=Diameter  pf  Pin  x  Bearing  Stress  per  Square  Inch 

Pin 

Bearing  Stresses  in  Pounds  per  Square  Inch 

Diameter, 
IncheB 

Area, 
Sq.  In. 

12000 

15000 

20000 

22000 

24000 

1 

1M 
1)1 

.785 
1.227 
1.767 
2.405 

12000 
15000 
18000 
21000 

15000 
18800 
22500 
26300 

20000 
25000 
30000 
35000 

22000 
27500 
33000 
38500 

24000 
30000 
36000 
42000 

2 

2)£ 
2H 
2M 

3.142 
3.976 
4.909 
5.940 

24000 
27000 
30000 
33000 

30000 
33800 
37500 
41300 

40000 
45000 
50000 
55000 

44000 
49500 
55000 
60500 

48000 
54000 
60000 
66000 

3 

3M 

3^ 
3M 

7.069 
8.296 
9.621 
11.045 

36000 
39000 
42000 
45000 

45000 
48800 
52500 
56300 

60000 
65000 
70000 
75000 

66000 
71500 
77000 
82500 

72000 
78000 
84000 
90000 

4 
4J£ 

4)1  ' 

4M 

12.566 
14.186 
15.904 
17.721 

48000 
51000 
54000 
57000 

60000 
63800 
67500 
71300 

80000 
85000 
90000 
95000 

88000 
93500 
99000 
104500 

96000 
102000 
108000 
114000 

5 

5K 
5H 
5M 

19.635 
21.648 
23.758 
25.967 

60000 
63000 
66000 
69000 

75000 
78800 
82500 
86300 

100000 
105000 
110000 
115000 

110000 
115500 
121000 
126500 

120000 
126000 
132000 
138000 

6 

6M 

6M 
6M 

28.274 
30.680 
33.183 
35.785 

72000 
75000 
78000 
81000 

90000 
93800 
97500 
101300 

120000 
125000 
130000 
135000 

132000 
137500 
143000 
148500 

144000 
150000 
156000 
162000 

7M 

7M 

7M 

38.485 
41.282 
44.179 
47.173 

84000 
87000 
90000 
93000 

105000 
108800 
112500 
116300 

140000 
145000 
150000 
155000 

154000 
159500 
165000 
170500 

168000 
174000 
180000 
186000 

8 
8M 
8H 
8M 

50.265 
53.456 
56.745 
60.132 

96000 
99000 
102000 
105000 

120000 
123800 
127500 
131300 

160000 
165000 
170000 
175000 

176000 
181500 
187000 
192500 

192000 
198000 
204000 
210000 

in 

9M 

63.617 
67.201 

70.882 
74.662 

108000 
111000 
114000 
117000 

135000 
138800 
142500 
146300 

180000 
185000 
190000 
195000 

198000 
203500 
209000 
214500 

216000 
222000 
228000 
234000 

1Q 

10k 
10)| 

10  M 

78.540 
82.516 
86.590 
90.763 

120000 
123000 
126000 
129000 

150000 
153800 
157500 
161300 

200000 
205000 
210000 
215000 

220000 
225500 
231000 
236500 

240000 
246000 
252000 
258000 

11 

i*8 

\1H 

95.033 
99.402 
103.869 
108.434 
113.097 

132000 
135000 
138000 
141000 
144000 

165000 
168800 
172500 
176300 
180000 

220000 
225000 
230000 
235000 
240000 

242000 
247500 
253000 
258500 
264000 

264000 
270000 
276000 
282000 
288000 

218 


RIVETS  AND  PINS 


PINS 

BENDING  MOMENTS  IN  INCH  POUNDS 

Bending  Moment=(Diameter  of  Pin)a  x  0.098175  x  Stress  per  Square  Inch 

Pin 

Fiber  Stress  in  Pounds  per  Square  Inch 

Diameter, 
Inches 

Area, 
Sq.In. 

15000 

18000 

20000 

22000 

22500 

24000 

25000 

1 
IK 
1^ 

1M 

.785 
1.227 
1.767 
2.405 

1500 
2900 
5000 
7900 

1800 
3500 
6000 
9500 

2000 
3800 
6600 
10500 

2200 
4200 
7300 
11600 

2200 
4300 
7500 
11800 

2400 
4600 
8000 
12600 

2500 
4800 
8300 
13200 

2 

2^ 
2  V4 

2M 

3.142 
3.976 
4.909 
5.940 

11800 
16800 
23000 
30600 

14100 
20100 
27600 
36800 

15700 
22400 
30700 
40800 

17300 
24600 
33700 
44900 

17700 
25200 
34500 
45900 

18800 
26800 
36800 
49000 

19600 
28000 
38300 
51000 

3 

3M 

3M 

7.069 
8.296 
9.621 
11.045 

39800 
50600 
63100 
77700 

47700 
60700 
75800 
93200 

53000 
67400 
84200 
103500 

58300 
74100 
92600 
113900 

59600 
75800 
94700 
116500 

63600   66300 
809001  84300 
lOlOOOi  105200 
124300  129400 

4 

4^ 
4J^ 

4M 

12.566 
14.186 
15.904 
17.721 

94200 
113000 
134200 
157800 

113100 
135700 
161000 
189400 

125700 
150700 
178900 
210400 

138200 
165800 
196800 
231500 

141400 
169600 
201300 
236700 

150800 
180900 
214700 
252500 

157100 
188400 
223700 
263000 

5 

h 

5H 

19.635 
21.648 
23.758 
25.967 

184100 
213100 
245000 
280000 

220900 
255700 
294000 
336000 

245400 
284100 
326700 
373300 

270000 
312500 
359300 
410600 

276100 
319600 
367500 
419900 

294500 
340900 
392000 
447900 

306800 
355200 
408300 
466600 

6 

6J4 
6H 
6M 

28.274 
30.680 
33.183 
35.785 

318100 
359500 
404400 
452900 

381700 
431400 
485300 
543500 

424100 
479400 
539200 
603900 

466500 
527300 
593100 
664300 

477100 
539300 
606600 
679400 

508900 
575200 
647100 
724600 

530100 
599200 
674000 
754800 

7 

7  V 
7M 

38.485 
41.282 
44.179 
47.173 

505100 
561200 
621300 
685500 

606100 
673400 
745500 
822600 

673500 
748200 
828400 
914000 

740800 
823100 
911200 
1005400 

757700 
841800 
931900 
1028200 

808200 
897900 
994000 
1096800 

841800 
935300 
1035400 
1142500 

8 
8M 
8M 
8M 

50.265 
53.456 
56.745 
60.132 

754000 
826900 
904400 
986500 

904800 
992300 
1085300 
1183900 

1005300  1105800 
1  102500  !  12  12800 
1205800  1326400 
1315400  1446900 

1131000 
1240400 
1356600 
1479800 

120640oll256600 
1323000'  1378200 
1447000i  1507300 
1578500^1644200 

9 

9M 
9^ 

9M 

63.617 
67.201 
70.882 
74.662 

1073500 
1165500 
1262600 
1364900 

1288300  1431400 
1398600  1554000 
1515100  1683500 
163790011819900 

1574500 
1709400 
1851800 
2001900 

1610300  1717700 
1748300  1864800 
18939002020100 
2047400  2183900 

1789200 
1942500 
2104300 
2274900 

10 

IOK 

lOJ^ 
10  M 

11 

HI 

a« 

78.540 
82.516 
86.590 
90.763 

95.033 
99.402 
103.869 
108.434 
113.097 

1472600  1767100 
1585900  1903000 
1704700  2045700 
18294002195300 

1960100:2352100 
2096800  2516100 
2239700  2687600 
23889002866700 
2544700  3053600 

1963500 
2114500 
2273000 
2439200 

2613400 
2795700 
2986200 
3185300 
3392900 

2159800 
2325900 
2500300 
2683200 

2874800 
3075200 
32S4900 
3503800 
3732200 

2208900 
2378800 
2557100 
2744100 

2940100 
3145100 
3359500 

35S3400 
3S17000 

2356200 
2537400 
2727600 
2927100 

3136100 
3354800 
3583500 

3S22300 
4071500 

2454400 
2643100 
2841200 
3049100 

3266800 
3494600 
3732800 
3981600 
4241200 

219 


CARNEGIE    STEEL    COMPANY 


ANGLES 

ALLOWABLE  TENSION  VALUES  IN  THOUSANDS  OF  POUNDS 

Maximum  Fiber  Stress,  16000  Pounds  per  Square  Inch 

Net  Areas  and  Stresses—  Two  Holes  Deducted 

Size, 
Inches 

Thick- 
ness, 
Inches 

Weight 
per  Foot, 
Pounds 

Area, 
Inches2 

%  Inch  Rivets 

M  Inch  Rivets 

y%  Inch  Rivets 

Area, 
Inches  2 

Stress 

Area, 
Inches2 

Stress 

Area, 
Inches  2 

Stress 

8x8 

1 

51.0 

15.00 

13.00 

208.0 

13.25 

212.0 

8x8 

M 

48.1 

14.12 

12.24 

195.8 

12.48 

199.7 

8x    8 

H 

45.0 

13.23 

11.48 

183.7 

11.70 

187.2 

8x8 

42.0 

12.34 

10.72 

171.5 

10.92 

174.7 

8x    8 

% 

38.9 

11.44 

9.94 

159.0 

10.13 

162.1 

8x8 

le 

35.8 

10.53 

9.16 

146.6 

9.33 

149.3 

8x8 

y& 

32.7 

9.61 

8.36 

133.8 

8.52 

136.3 

8.67 

138.7 

8x8 

i9s 

29.6 

8.68 

7.55 

120.8 

7.70 

123.2 

7.84 

125.4 

8x8 

y* 

26.4 

7.75 

6.75 

108.0 

6.87 

109.9 

7.00 

112.0 

8x6 

i 

44.2 

13.00 

11.00 

176.0 

11.25 

180.0 

8x6 

41.7 

12.25 

10.37 

165.9 

10.61 

169.8 

8x6 

39.1 

11.48 

9.73 

155.7 

9.95 

159.2 

8x     6 

if 

36.5 

10.72 

9.10 

145.6 

9.30 

148.8 

8x6 

H 

33.8 

9.94 

8.44 

135.0 

8.63 

138.1 

8x6 

31.2 

9.15 

7.78 

124.5 

7.95 

127.2 

8x6 

y% 

28.5 

8.36 

7.11 

113.8 

7.27 

116.3 

7.42 

118.7 

8x6 

i9a 

25.7 

7.56 

6.43 

102.9 

6.58 

105.3 

6.72 

107.5 

8x6 

^ 

23.0 

6.75 

5.75 

92.0 

5.87 

93.9 

6.00 

96.0 

8x6 

i7s 

20.2 

5.93 

5.05 

80.8 

5.16 

82.6 

5.27 

84.3 

6x6 

Ji 

33.1 

9.73 

7.98 

127.7 

8.20 

131.2 

6x     6 

is 

31.0 

9.09 

7.47 

119.5 

7.67 

122.7 

6x6 

M 

28.7 

8.44 

6.94 

111.0 

7.13 

114.1 

6x     6 

in 

26.5 

7.78 

6.41 

102.6 

6.58 

105.3 

6x6 

% 

24.2 

7.11 

5.86 

93.8 

6.02 

96.3 

6.17 

98.7 

6x6 

I96 

21.9 

6.43 

5.30 

84.8 

5.45 

87.2 

5.59 

89.4 

6x6 

/^2 

19.6 

5.75 

4.75 

76.0 

4.87 

77.9 

5.00 

80.0 

6x6 

i?a 

17.2 

5.06 

4.18 

66.9 

4.29 

68.6 

4.40 

70.4 

6x6 

M 

14.9 

4.36 

3.61 

57.8 

3.70 

59.2 

3.80 

60.8 

6x4 

H 

27.2 

7.98 

6.23 

99.7 

6.45 

103.2 

6x    4 

If 

25.4 

7.47 

5.85 

93.6 

6.05 

96.8 

6x    4 

X 

23.6 

6.94 

5.44 

87.0 

5.63 

90.1 

6x4 

n 

21.8 

6.40 

5.03 

80.5 

5.20 

83.2 

6x4 

% 

20.0 

5.86 

4.61 

73.8 

4.77 

76.3 

4.92 

78.7 

6x4 

A 

18.1 

5.31 

4.18 

66.9 

4.33 

69.3 

4.47 

71.5 

6x4 

¥ 

16.2 

4.75 

3.75 

60.0 

3.87 

61.9 

4.00 

64.0 

6x4 

M7 

14.3 

4.18 

3.30 

52.8 

3.41 

54.6 

3.52 

56.3 

6x4 

12.3 

3.61 

2.86 

45.8 

2.95 

47.2 

3.05 

48.8 

5x3% 

H 

16.8 

4.92 

3.67 

58.7 

3.83 

61.3 

3.98 

63.7 

5  x  3*4 

15.2 

4.47 

3.34 

53.4 

3.49 

55.8 

3.63 

58.1 

5x3^ 

y% 

13.6 

4.00 

3.00 

48.0 

3.12 

49.9 

3.25 

52.0 

5  x3*A 

JL 

12.0 

3.53 

2.65 

42.4 

2.76 

44.2 

2.87 

45.9 

5  x  3% 

H 

10.4 

3.05 

2.30 

36.8 

2.39 

38.2 

2.49 

39.8 

5x3% 

A 

8.7 

2.56 

1.93 

30.9 

2.01 

32.2 

2.09 

33.4 

5x3 

H 

12.8 

3.75 

2.75 

44.0 

2.87 

45.9 

3.00 

48.0 

5x3 

11.3 

3.31 

2.43 

38.9 

2.54 

40.6 

2.65 

42.4 

5x3 

u 

9.8 

2.86 

2.11 

33.8 

2.20 

35.2 

2.30 

36.8 

5x3 

I5B 

8.2 

2.40 

1.77 

28.3 

1.85 

29.6 

1.93 

30.9 

220 


TENSION    VALUES 


ANGLES 

ALLOWABLE  TENSION  VALUES  IN  THOUSANDS  OF  POUNDS 

Maximum  Fiber  Stress,  16000  Pounds  per  Square  Inch 

Net  Areas  and  Stresses—  One  Hole  Deducted 

Size, 
Inches 

Thick- 
ness, 
Inches 

Weight 
per  Foot, 
Pounds 

Area, 
Inches  2 

K  Inch  Rivets 

%  Inch  Rivets 

$^j  Inch  Rivets 

Area, 
Inches  2 

Stress 

Area, 
Inches  2 

Stress 

Area, 
Inches  2 

Stress 

6x6 

H 

33.1 

9.73 

8.85 

141.6 

8.96 

143.4 

6x    6 

« 

31.0 

9.09 

8.28 

132.5 

8.38 

134.1 

6x    6 

28.7 

8.44 

7.69 

123.0 

7.78 

124.5 

6x     6 

ii 

26.5 

7.78 

7.09 

113.4 

7.18 

114.9 

6x    6 

H 

24.2 

7.11 

6.48 

103.7 

6.56 

105.0 

6.64 

106.2 

6x6 

21.9 

6.43 

5.87 

93.9 

5.94 

95.0 

6.01 

96.2 

6x6 

34 

19.6 

5.75 

5.25 

84.0 

5.31 

85.0 

5.37 

85.9 

6x6 

I78 

17.2 

5.06 

4.62 

73.9 

4.68 

74.9 

4.73 

75.7 

6x    6 

H 

14.9 

4.36 

3.98 

63.7 

4.03 

64.5 

4.08 

65.3 

6x    4 

H 

27.2 

7.98 

7.10 

113.6 

7.21 

115.4 

6x    4 

il 

25.4 

7.47 

6.66 

106.6 

6.76 

108.2 

6x4 

23.6 

6.94 

6.19 

99.0 

6.28 

100.5 

6x    4 

n 

21.8 

6.40 

5.71 

91.4 

5.80 

92.8 

6x    4 

5A 

20.0 

5.86 

5.23 

83.7 

5.31 

85.0 

5.39 

86.2 

6x    4 

I95 

18.1 

5.31 

4.75 

76.0 

4.82 

77.1 

4.89 

78.2 

6x    4 

34 

16.2 

4.75 

4.25 

68.0 

4.31 

69.0 

4.37 

69.9 

6x    4 

I7S 

14.3 

4.18 

3.74 

59.8 

3.80 

60.8 

3.85 

61.6 

6x4 

M 

12.3 

3.61 

3.23 

51.7 

3.28 

52.5 

3.33 

53.3 

5x334 

H 

16.8 

4.92 

4.29 

68.6 

4.37 

69.9 

4.45 

71.2 

5x334 

& 

15.2 

4.47 

3.91 

62.6 

3.98 

63.7 

4.05 

64.8 

5x3*4 

34 

13.6 

4.00 

3.50 

56.0 

3.56 

57.0 

3.62 

57.9 

5x334 

x« 

12.0 

3.53 

3.09 

49.4 

3.15 

50.4 

3.20 

51.2 

5x334 

% 

10.4 

3.05 

2.67 

42.7 

2.72 

43.5 

2.77 

44.3 

5x334 

A 

8.7 

2.56 

2.25 

36.0 

2.29 

36.6 

2.33 

37.3 

5x    3 

H 

15.7 

4.61 

3.98 

63.7 

4.06 

65.0 

4.14 

66.2 

5x3 

14.3 

4.18 

3.62 

57.9 

3.69 

59.0 

3.76 

60.2 

5x3 

^ 

12.8 

3.75 

3.25 

52.0 

3.31 

53.0 

3.37 

53.9 

5x    3 

11.3 

3.31 

2.87 

45.9 

2.93 

46.9 

2.98 

47.7 

5x3 

^ 

9.8 

2.86 

2.48 

39.7 

2.53 

40.5 

2.58 

41.3 

5x3 

8.2 

2.40 

2.09 

33.4 

2.13 

34.1 

2.17 

34.7 

4x4 

H 

15.7 

4.61 

3.98 

63.7 

4.06 

65.0 

4.14 

66.2 

4x    4 

A 

14.3 

4.18 

3.62 

57.9 

3.69 

59.0 

3.76 

60.2 

4x    4 

12.8 

3.75 

3.25 

52.0 

3.31 

53.0 

3.37 

53.9 

4x    4 

2 

11.3 

3.31 

2.87 

45.9 

2.93 

46.9 

2.98 

47.7 

4x4 

% 

9.8 

2.86 

2.48 

39.7 

2.53 

40.5 

2.58 

41.3 

4x4 

IS8 

8.2 

2.40 

2.09 

33.4 

2.13 

34.1 

2.17 

34.7 

4x4 

M 

6.6 

1.94 

1.69 

27.0 

1.72 

27.5 

1.75 

28.0 

4x3 

34 

11.1 

3.25 

2.75 

44.0 

2.81 

45.0 

2.87 

45.9 

4x3 

9.8 

2.87 

2.43 

38.9 

2.49 

39.8 

2.54 

40.6 

4x3 

II 

8.5 

2.48 

2.10 

33.6 

2.15 

34.4 

2.20 

35.2 

4x    3 

7.2 

2.09 

1.78 

28.5 

1.82 

29.1 

1.86 

29.8 

4x3 

34 

5.8 

1.69 

1.44 

23.0 

1.47 

23.5 

1.50 

24.0 

221 


CARNEQIE    STEEL    COMPANY 


ANGLES 

ALLOWABLE  TENSION  VALUES  IN  THOUSANDS  OF  POUNDS 

Maximum  Fiber  Stress,  16000  Pounds  per  Square  Inch 

Size, 
Inches 

Thick- 
ness, 
Inches 

Weight 
per  Foot, 
Pounds 

Area, 
Inches  2 

Net  Areas  and  Stresses—  One  Hole  Deducted 

K  Inch  Rivets 

%  Inch  Rivets 

%  Inch  Rivets 

Area, 
Inches  - 

Stress 

Area, 
Inches  2 

Stress 

Area, 
Inches  - 

Stress 

CO  00  CO  00  CO  CO  CO 

V-V-V-N^V-X^NM 

M\fcO\fcO\N\M\b?\fc£\ 

X  X  X  X  X  X  X 
CO  CO  CO  CO  CO  CO  CO 

N\  t^\  t^\  IO\  M\  lo\  W\ 

M 

13.6 

12.4 
11.1 

9.8 
8.5 

7.2 
5.8 

3.98 
3.62 
3.25 

2.87 
2.48 
2.09 
1.69 

3.35 
3.06 
2.75 
2.43 
2.10 
1.78 
1.44 

53.6 
49.0 
44.0 
38.9 
33.6 
28.5 
23.0 

3.43 
3.13 
2.81 
2.49 
2.15 
1.82 
1.47 

54.9 
50.1 
45.0 
39.8 
34.4 
29.1 
23.5 

3.51 
3.20 
2.87 
2.54 
2.20 
1.86 
1.50 

56.2 
51.2 
45.9 
40.6 
35.2 
29.8 
24.0 

co  co  co  co  co 

kc\to\to\to\to\ 
X  X  X  X  X 

co  co  co  co  co 

I 

10.2 
9.1 
7.9 
6.6 

5.4 

3.00 
2.65 
2.30 
1.93 
1.56 

2.50 
2.2,1 
1.92 
1.62 
1.31 

40.0 
35.4 
30.7 
25.9 
21.0 

2.56 
2.27 
1.97 
1.66 
1.34 

41.0 
36.3 
31.5 
26.6 
21.4 

2.62 
2.32 
2.02 
1.70 
1.37 

41.9 
37.1 
32.3 
27.2 
21.9 

3^x2^ 
3^x2^ 
3  3^x2  y, 
3lAx2y2 
3^x2^ 

¥ 

I 

9.4 
8.3 
7.2 
6.1 

4.9 

2.75 
2.43 
2.11 
1.78 
1.44 

2.25 
1.99 
1.73 
1.47 
1.19 

36.0 

31.8 
27.7 
23.5 
19.0 

2.31 
2.05 

1.78 
1.51 
1.22 

37.0 

32.8 
28.5 
24.2 
19.5 

2.37 
2.10 
1.83 
1.55 
1.25 

37.9 
33.6 
29.3 
24.8 
20.0 

co  co  co  co  co 

X  X  X  X  X 

co  co  co  co  co 

1 

I 

9.4 
8.3 
7.2 
6.1 
4.9 

2.75 
2.43 
2.11 
1.78 
1.44 

2.25 
1.99 
1.73 
1.47 
1.19 

36.0 
31.8 

27.7 
23.5 
19.0 

2.31 
2.05 
1.78 
1.51 
1.22 

37.0 

32.8 
28.5 
24.2 
19.5 

2.37 
2.10 
1.83 
1.55 
1.25 

37.9 
33.6 
29.3 

24.8 
20.0 

3  x2^ 
3  x2^ 
3  x2^ 

s 

6.6 
5.6 

4.5 

1.92 
1.62 
1.31 

1.54 
1.31 
1.06 

24.6 
21.0 
17.0 

1.59 

1.35 
1.09 

25.4 
21.6 
17.4 

1.64 
1.39 
1.12 

26.2 
22.2 
17.9 

2^x2^ 
2^x2^ 
2Mx2M 
2^x2^ 

¥ 

5.9 
5.0 
4.1 
3.07 

1.73 
1.47 
1.19 
0.90 

1.40 
1.20 
0.97 
0.74 

22.4 
19.2 
15.5 
11.8 

1.45 
1.24 
1.00 
0.76 

23.2 

19.8 
16.0 
12.2 

2J^x  2 

2  MX  2 
2  MX  2 
2^x  2 

1 

5.3 
4.5 
3.62 
2.75 

1.55 
1.31 
1.06 
0.81 

1.22 
1.04 
0.84 
0.65 

19.5 
16.6 
13.4 
10.4 

1.27 
1.08 
0.87 
0.67 

20.3 
17.3 
13.9 
10.7 

2x2 
2x2 
2x2 
2x2 

¥ 

4.7 
3.92 
3.19 
2.44 

1.36 
1.15 
0.94 
0.71 

1.08 
0.92 
0.75 
0.57 

17.3 
14.7 
12.0 
9.1 

2  xlM 
2  xlM 
2  xlH 

t 

3.39 

2.77 
2.12 

1.00 
0.81 
0.62 

0.77 
0.62 
0.48 

12.3 
9.9 

7.7 

222 


TENSION   VALUES 


BARS 

ALLOWABLE  TENSION  VALUES  IN  THOUSANDS  OF  POUNDS 

ROUND  BARS                                          SQUARE  BARS 

Unit 

Unit 

Unit 

Unit 

Stress 

Stress 

Stress 

Stress 

Size, 
Inches 

Area, 
Inchesa 

Weight 
per  Foot, 
Pounds 

16,000 
Lbs. 
per 

20,000 
Lbs. 
per 

Size, 
Inches 

Area, 
Inchesa 

Weight 
per  Foot, 
Pounds 

16,000 
Lbs. 
per 

20,000 
Lbs. 
per 

Square 

Square 

Square 

Square 

Inch 

Inch 

Inch 

Inch 

H 

0.012 

0.042 

0.2 

0.3 

y* 

0.016 

0.053 

0.3 

0.3 

A 

0.028 

0.094 

0.4 

0.6 

A 

0.035 

0.119 

0.6 

0.7 

8 

0.049 

0.167 

0.8 

1.0 

M 

0.063 

0.212 

1.0 

1.3 

» 

0.077 

0.261 

1.2 

1.5 

A 

0.098 

0.333 

1.6 

2.0 

H 

0.110 

0.375 

1.8 

2.2 

8 

0.141 

0.478 

2.3 

2.8 

1  6 

0.150 

0.511 

2.4 

3.0 

0.191 

0.651 

3.1 

3.8 

8 

0.196 

0.667 

3.1 

3.9 

% 

0.250 

0.850 

4.0 

5.0 

A 

0.249 

0.845 

4.0 

5.0 

I9e 

0.316 

1.08 

5.1 

6.3 

H 

0.307 

1.04 

4.9 

6.1 

54 

0.391 

1.33 

6.3 

7.8 

ii 

0.371 

1.26 

5.9 

7.4 

ii 

0.473 

1.61 

7.6 

9.5 

ii 

0.442 

1.50 

7.1 

8.8 

M 

0.563 

1.91 

9.0 

11.3 

ie 

0.519 

1.76 

8.3 

10.4 

ii 

0.660 

2.25 

10.6 

13.2 

j| 

0.601 

2.04 

9.6 

12.0 

K 

0.766 

2.60 

12.3 

15.3 

il 

0.690 

2.35 

11.0 

13.8 

ii 

0.879 

2.99 

14.1 

17.6 

1  " 

0.785 

2.67 

12.6 

15.7 

1 

1.00 

3.40 

16.0 

20.0 

lA 

0.887 

3.01 

14.2 

17.7 

1A 

1.13 

3.84 

18.1 

22.6 

1H 

0.994 

3.38 

15.9 

19.9 

1M 

1.27 

4.30 

20.3 

25.3 

1.11 

3.77 

17.7 

22.2 

Il38 

1.41 

4.80 

22.6 

28.2 

1M 

1.23 

4.17 

19.6 

24.5 

IK 

1.56 

5.31 

25.0 

31.3 

I  A 

1.35 

4.60 

21.6 

27.1 

1   5- 

1.72 

5.86 

27.6 

34.5 

1x4 

1.48 

5.05 

23.8 

29.7 

1/4 

1.89 

6.43 

30.3 

37.8 

ITS 

1.62 

5.52 

26.0 

32.5 

ITS 

2.07 

7.03 

33.1 

41.3 

1/4 

1.77 

6.01 

28.3 

35.3 

1/4 

2.25 

7.65 

36.0 

45.0 

Il9e 

1.92 

6.52 

30.7 

38.4 

IT  « 

2.44 

8.30 

39.1 

48.8 

2.07 

7.05 

33.2 

41.5 

ill 

2.64 

8.98 

42.3 

52.8 

l|f 

2.24 

7.60 

35.8 

44.7 

HI 

2.85 

9.68 

45.6 

57.0 

2.41 

8.18 

38.5 

48.1 

3.06 

10.41 

49.0 

61.3 

m 

ifl 

2.58 
2.76 
2.95 

8.77 
9.39 
10.02 

41.3 

44.2 
47.2 

51.6 
55.2 
59.0 

li 

3.29 
3.52 
3.75 

11.17 
11.95 
12.76 

52.6 
56.3 
60.1 

65.7 
70.3 
75.1 

2 

3.14 

10.68 

50.3 

62.8 

216 

4.00 

13.60 

64.0 

80.0 

2tl« 

3.34 

11.36 

53.5 

66.8 

2  A 

4.25 

14.46 

68.1 

85.1 

234 

3.55 

12.06 

56.7 

70.9 

4.52 

15.35 

72.3 

90.3 

2i3g 

3.76 

12.78 

60.1 

75.2 

2l3B 

4.79 

16.27 

76.6 

95.7 

2>i 

3.98 

13.52 

63.6 

79.5 

2M 

5.06 

17.22 

81.0 

101.? 

2  A 

4.20 

14.28 

67.2 

84.0 

2  A 

5.35 

18.19 

85.6 

107.0 

2/4 

4.43 

15.07 

70.9 

88.6 

294 

5.64 

19.18 

90.3 

112.8 

2,7<j 

4.67 

15.86 

74.7 

93.3 

2j78 

5.94 

20.20 

95.1 

118.8 

234 

4.91 

16.69 

78.5 

98.2 

234 

6.25 

21.25 

100.0 

125.0 

2A 

5.16 

17.53 

82.5 

103.1 

•  2A 

6.57 

22.33 

105.1 

131.3 

2% 

5.41 

18.40 

86.6 

108.2 

254 

6.89 

23.43 

110.3 

137.8 

2\l 

5.67 

19.29 

90.8 

113.5 

7.22 

24.56 

115.6 

144.5 

2M 

5.94 

20.20 

95.0 

118.8 

2M 

7.56 

25.71 

121.0 

151.3 

21! 

6.21 

21.12 

99.4 

124.3 

2}? 

7.91 

26.90 

126.6 

158.2 

2^| 

6.49 

22.07 

103.9 

129.8 

^/8 

8.27 

28.10 

132.3 

165.3 

2{| 

6.78 

23.04 

108.4 

135.5 

8.63 

29.34 

138.1 

172.6 

3 

7.07 

24.03 

113.1 

141.4 

3  * 

9.00 

30.60 

144.0 

180.0 

223 


CARNEGIE    STEEL    COMPANY 


GRILLAGE  FOUNDATIONS 

Grillage  Beams.  In  the  design  of  foundations  for  columns,  piers 
and  walls,  provision  must  be  made  for  the  uniform  distribution  of 
the  load  over  the  footing.  This  is  best  done  by  the  use  of  a  grillage 
of  steel  beams  and  concrete.  This  method  of  construction  elimin- 
ates deep  excavations  and  large  masses  of  masonry  and  is,  therefore, 
truly  economical.  For  heavy  loads  on  soils  of  small  bearing 
capacity,  three  tiers  of  beams  may  be  necessary;  while  for  lighter 
loads  or  better  soils  two  tiers,  or  even  one,  may  suffice. 

The  lower  tier  should  rest  upon  a  solid  bed  of  concrete  of  sufficient 
thickness  to  distribute  the  load  to  the  soil.  Good  practice  requires 
the  spaces  between  the  beams  in  all  the  tiers  to  be  filled  with,  and 
the  beams  enclosed  in,  concrete  not  less  than  four  inches  thick. 

The  clear  distance  between  the  flanges  of  the  beams  in  each  tier 
should  not  be  less  than  23-2  inches,  nor  more  than  three  times  the 
flange  width.  The  first  requirement  is  necessary  to  permit  the 
introduction  and  proper  tamping  of  the  concrete,  the  second,  to 
insure  uniform  distribution  of  the  load.  When  separators  are  used 
to  hold  the  beams  in  position,  they  should  be  of  gas  pipe,  as  cast  iron 
separators  tend  to  break  the  continuity  of  the  concrete.  Grillage 
beams  should  not  be  painted,  as  concrete  does  not  adhere  well  to 
painted  surfaces  but  is  itself  an  excellent  preservative  of  steel. 

To  determine  the  area  in  square  feet  required  for  the  foundation, 
divide  the  total  load  on  the  column,  pier  or  wall  by  the  allowable 
pressure  per  square  foot  on  the  soil.  This  gives  the  area  of  the 
footing,  the  shape  of  which  is  determined  by  local  conditions.  On 
the  assumption  that  the  loads  on  the  soil  are  uniformly  distributed, 
the  number,  size  and  weight  of  the  beams  required  are  determined 
from  the  maximum  bending  moment,  the  maximum  shear,  or  the 
maximum  web  resistance  to  buckling,  as  follows: — Let 

W=Total  load  on  the  foundation,  in   pounds. 

L  =Length  of  beam,  in  feet. 

a  =Length  of  loaded  portion,  in  feet. 

d  =Depth  of  beam,  in  inches. 

t   =Thickness  of  beam  web,  in  inches. 

n  =Number  of  beams  in  a  tier. 

fb=Allowable  unit  web  buckling  resistance. 
The  maximum  bending  moment  occurs  at  the  center  of  the  beam 
and    is    equal   in    foot    pounds    to    W  (L-a)  -*-  8;    this     formula    is 
identical  with   the   formula  of    maximum  bending   moment  for  a 
beam  of  length  (L-a)  under  a  uniformly  distributed  load,  W. 

The  proper  size  of  beam  in  any  tier  as  regards  flexure  at  a  fiber 
stress  of  16,000  pounds  per  square  inch  may  be  found  in  the  beam 

224 


GRILLAGE  FOUNDATIONS 


safe  load  table  for  the  length  corresponding  to  (L  —  a),  by  dividing 
the  total  load  by  the  number  of  beams. 

Or  may  be  found  from  the  table  of  maximum  bending  moments, 
by  dividing  the  total  bending  moment  by  the  number  of  beams; 

Or  from  the  table  of  properties,  by  dividing  by  the  number  of 
beams  in  the  tier  the  total  section  modulus  required,  which 
is  equal  to 


Note,  however,  that  the  load  on  the  beam  for  any  span  must  not 
exceed  the  maximum  tabular  safe  load  for  shear. 

The  maximum  vertical  shear  occurs  at  the  edge  of  the  column 

base  or  at  a  distance  in  feet  of  —  ^-^-  from  each  end  of  the  beam  and 

W        L-a 
is   equal  to  -jj-  x  —  -  — 

Web  thickness,  t,  to  resist  average  shear—  L    x  —  =2-  x  nxdx  10  000 
Or,  the  average  vertical  shear  —  L    x  —  ^-  x  nx(lxt  .  which  must  not 

exceed  10,000  pounds  per  square  inch. 

The  maximum  buckling  stress  occurs  on  a  length  in  inches  of 

•TTT 

12  a  +  d/2  and  is  equal  in  total  per  lineal  inch  of  web  to  12a  +  d/2. 
The     required     thickness     of     web,     t,     to     resist     buckling= 
W 


nx(12a  +  d/2;xfb. 

Or  the  average  web  resistance  per  square  inch  to  buckling= 
nx  aTd/2  t  which  must  not  exceed  the  tabular  values  for 
the  allowable  buckling  resistance  on  beam  webs. 

Rolled  steel  Slabs.  To  distribute  the  loads  from  columns  over 
girders,  grillage  beams,  etc.,  solid  slabs  of  rolled  steel  may  be 
advantageously  used  in  the  place  of  cast  iron  or  riveted  steel  bases, 
e'tc.  The  size  of  the  slab  is  usually  fixed  by  the  dimensions  of  the 
column  and  its  thickness  is  determined  from  the  maximum  bending 
moment,  on  the  assumption  of  uniform  loading,  as  follows:— Let 

W=Total  load,  in  pounds. 

A  =Width  of  slab,  in  inches. 

B  =Length  of  slab,  in  inches. 

t  =Thickness  of  slab,  in  inches. 

a  =Outside  dimension  of  column,  in  inches. 

b  =Outside  dimension  of  column,  in  inches. 
The  maximum  bending  moment  will  occur  at  the  center  of  the 

slab  and  equals,  in  inch    pounds,  -  r  (^~'  —  or 8~~>  and  at  a 

fiber  stress  of  16,000  pounds  per  square  inch,  the  required  thickness 

of    slab     t    —  \  3  W  (A  -  a)      __  _  \j  3  W  (B  -  b) 
a°'    r'  \      64,000  B  >      64,000  A 

225 


CARNEGIE    STEEL    COMPANY 


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4-24"  90  Ib.  Beams  10-6"  long1 


13 -15"  60  Ib.  Beams  13 -6" long 


EXAMPLE:  Kequired  to  design  a  grillage  foundation  for  a  column  load  of 
1,040,000  pounds  on  soil  with  an  allowable  bearing  capacity  of  6,000  pounds 
per  square  foot.  Column  composed  of  1  web  plate,  14"  x  y&",  4  flange  angles, 
6"  x  4"  x  -HI"  and  4  flange  plates,  14"  x  %",  outside  dimensions  14"  x  18". 

Required  area  of  footing=  1,040, 000 -r-  6,000=173.33  square  feet. 

Use  area  12'  0"  x  15'  0"=180  square  feet. 

Assume  3'  0"  square  as  the  dimensions  of  the  rolled  steel  slab  or  column 
base  and  allow  9"  for  concrete  on  the  sides  and  ends  of  beams,  then  the  dimen- 
sions of  the  steel  grillage  will  be  10'  6"  x  13'  6",  concrete  being  assumed  of 
sufficient  thickness  and  strength  to  distribute  to  the  edges. 


Rolled  Steel  Slab 
Thickness  required,  t, 


226 


'V 


3  x  1,040,000  x  22 g 

64,000  X  36 


in 


GRILLAGE    FOUNDATIONS 


Beams  —  Section  Modulus  Method. 
Bottom  tier  —  L=13.5  feet;  a=  3.0  feet. 
Required  total  section  modulus,  S,—  3  x 


10'5 


1,023.75  ln.» 


Use  13  —  15"  60  Ib.  beams  —  Total  section  modulus=l,  055.6  in.a 


Average  buckling  stress- 13  ^f"  , 
Top  tier — L=10.5  feet;  a=3.0  feet. 


«»,.«.  -3,5151bs.persq.ln. 


J,120lbs.  persq.  in. 


Required  total  section  modulus,  S,= 


3  x  1.040,000  x  7.5 
32,000 


=731.25  in.« 


Use  4 — 24"  90  Ib.  beams — Total  section  modulus=746.0  in.s 


1,040,000 
Average  shear= j^-g 

Average  buckling  stress=  -\ 


7.5 


4  x  24  x  .63 

T-  =8,600  Ibs.  per  sq.  in. 


=  6,140  Ibs.  per  sq.  in. 


Plate  Girder  Grillage  Foundations.  In  those  cases  where  columns  carry 
very  heavy  loads,  plate  girders  are  used  for  the  top  tier  of  the 
grillage  rather  than  beams.  In  the  case  of  symmetrical  foundations, 
the  method  of  computation  is  the  same  as  has  already  been  illus- 
trated in  the  case  of  beams.  The  following  example  indicates  the 
procedure  in  the  quite  frequent  case  of  unsymmetrical  loading 
conditions : 


840.000  pounds 


1,260,000  pounds 


-20-0-- 


2-6" 


2  Plate  Girders 

L 


37%" 


Make  up  of  1  Plate  Girder 
4  Flange  Angles  6  x  4  x  ^ 
2  Flange  Plates  14  x  % 

1  Web  Plate  36  x  % 

2  Web  Reinf.  Plates  %    thick, 

each   end     between     Flange 

Angles 
2  Web  Reinf.   Plates  %    thick, 

each  end  over  Flange  Angles 
Stiff ener  Angles  5  x  8^  x  yz 
Tie  Angles  5  x  3^  x  ^ 


, -s'-o- •»- -6-0- 


Wall  Column  14'  fl  16"  Interior  Column 
™   Steel  Slab 


— 4'- 10- — 


I'-J 


•/         18-55  Ib.  Beahis  ^-S^long         g 

s«/?SWv!**:v^:-   ' 


J^LQ!' »*e 1'-$-'—     — - 


227 


CARNEGIE    STEEL    COMPANY 


EXAMPLE:  —  Required  to  design  a  grillage  foundation  under  an  exterior  or 
wall  column  carrying  a  load  of  840,000  pounds,  and  an  interior  column  with 
a  load  of  1,260,000  pounds,  on  soil  with  an  allowable  bearing  capacity  of 
8,000  pounds  per  square  foot. 

Required   footing   area   of  wall  column=  8t°A^°    —  1Q5  square  feet. 

Use  area  8'  0"  x  14'  0"=  112  square  feet. 


Required  area  of  interior  column  footing=    ',<:         =157.5  square  feet. 

o.UUU 

Use  area  12'  0"  x  14'  0"=168  square  feet. 

With  these  dimensions  and  areas,  the  load  on  the  soil  will  be  uniform  at 
7,500  pounds  per  square  foot,  and  the  footings  the  same  width,  both  of  which 
are  desirable  from  the  standpoint  of  uniform  settlement. 

Rolled  Steel  Slabs  for  Column  Footings:  Assume  a  width  of  30"  and  a 
length  of  32",  then  the  required  thickness  will  be  as  follows:  — 

Wall   column,      t,  =  ^^^840,000  x  J32  -  14)  =  4>g6  ,n  .  use  g,, 

Interior  column,  t,  =  X/^1'2**  '°n°ft0  *  f^^  =  5-61  in.  ;  use  6*". 

D'ijUUU   X  Ovl 

Plate  Girders:  Maximum  bending  moment  occurs  at  the  inner  beams  of 
the  respective  footings,  and  is  equal  to  the  load  on  the  column  multiplied  by  the 
distance  of  its  center  from  the  center  of  moments. 

M  max.  from  wall  column       =    840,000  x  2'  6"=2,  100,000  foot  pounds. 

Mmax.  from  interior  column=l,  260,000  x  1'  8"=2,  100,000  foot  pounds. 

o  -i  f\f\  nnn  -v-  12 

Required  section  modulus  of  two  girders=—  '•  —  16  QQQ  -  =1,575.0   in.3 

Select  from  girder  safe  load  table,  page  244,  two  girders  composed  each  of 
1  web  plate  36"  x  y2",  4  angles  6"  x  4"  x  %",  and  2  flange  plates  14"  x^";  — 
Total  section  modulus,  S  =  2  x  792.3=1,584.6  in.s 

Maximum  shear  occurs  at  the  inside  edge  of  the  steel  slab  under  the  interior 
column,  and  is  equal  in  total  for  the  two  girders  to  the  load  carried  by  the 
portion  of  the  footing  between  that  point  and  the  inside  edge  of  the  footing, 

Qr  1.260,000  x  68  _680>ooo  or  340,000  pounds  per  girder. 

126 

At  10,000  pounds  per  square  inch,  the  36"  x  H"  plate  girder  web  is  good  for 
180,000  pounds;  therefore,  it  is  necessary  to  use  reinforcing  web  plates  where 
the  shear  exceeds  that  amount. 

Beams,  Lower  Tier,  Interior  Column: 


Required  total  section  modulus,  S,  =  3  X  l'2??^  x  9.67  _  Ifl42<3  in<3 


Use  13—18"  55  Ib.  beams  —  Total  section  modulus  =  1,149.2 


Average  shear  =  x          x  ____  =  4.520ibs.persq.in. 

Average  buckling  stress  =     *'2^'0(KL  =  4,900  Ibs.  per  sq.  in. 

J.O    X  'iO    X   .'iO 

For  exterior  column  use  9—18"  55  Ib.  beams. 

NOTE.  —  In  order  to  facilitate  manufacture  and  shipment,  it  is 
desirable  to  use  for  the  entire  foundation  as  few  sizes  and  weights 
of  beams  as  possible,  and  the  rolled  steel  slabs  should  be  of  the 
same  thickness  or  at  least  of  as  few  thicknesses  as  really  convenient. 

228 


GIRDERS 


RIVETED  BEAM  AND  PLATE  GIRDERS 

Where  single  rolled  beams  are  insufficient  to  carry  the  loads,  the 
required  capacity  may  be  secured  by  fabrication  in  various  methods. 

Two  beams  can  be  used,  connected  together  by  bolts  and  separa- 
tors. The  total  strength  of  these  is  twice  that  of  the  single  beam 
of  the  same  depth  and  weight.  Care  should  be  taken,  however,  to 
see  that  the  loads  are  applied  on  them  equally,  and  where  it  is 
necessary  for  the  beams  to  act  as  a  unit,  the  separators  should  be  of 
plates  and  angles  and  not  of  cast  iron.  If  the  loading  is  not  uniform 
on  the  two  sections,  their  strength  must  be  computed  separately. 

The  use  of  single  beam  girders  with  plates  top  and  bottom  to 
sustain  a  given  load  is  often  more  economical  hi  material  than  the 
use  of  two  beams  connected  by  bolts  and  separators. 

Box  girders  formed  of  two  beams  with  flange  plates  riveted  thereto 
are  often  used  for  supporting  interior  walls  in  buildings.  They 
are  not,  however,  as  economical  in  material  as  single  beams  with 
flange  plates  or  plate  girders.  Their  interior  surfaces  do  not  admit 
of  repainting  and  they  should,  therefore,  not  be  used  in  exposed 
places. 

The  most  economical  section  to  sustain  heavy  loads  is  the  single 
web  plate  girder  and  it  is  sufficient  for  all  ordinary  purposes.  When 
not  so,  two  single  web  plate  girders  may  be  used,  together  with  tie 
plates  extending  clear  across  the  angles,  or  box  girders  may  be 
made  of  four  flange  angles,  two  web  plates  and  top  and  bottom 
flange  plates.  In  case  there  is  unequal  distribution  of  the  load, 
the  two  girders  or  half  girders  must  be  figured  as  separate  units. 

In  the  design  of  beam  or  plate  girders,  care  must  be  taken  to  see 
that  the  web  is  of  sufficient  thickness  to  resist  buckling  stress  and, 
therefore,  attention  is  called  to  the  construction  specifications  and 
to  the  remarks  made  on  page  180  as  to  shearing  stresses  in  general. 

The  tables  which  follow  give  first,  a  selected  line  of  riveted  beam 
girders  of  approximately  twice  the  carrying  capacity  of  the  single 
beams  of  which  the  sections  are  built;  second,  a  selected  line  of 
riveted  plate  girders  of  various  depths  and  carrying  capacities  such 
as  are  customary  in  building  work;  third,  elements  of  riveted  plate 
girders  of  various  depths  from  which  it  is  possible  to  select  econom- 
ical sections  for  almost  any  ordinary  condition  of  loading.  In 
addition  to  the  properties,  the  first  two  tables  give  the  safe  loads  in 
thousands  of  pounds  uniformly  distributed. 

In  accordance  with  the  construction  specifications,  these  girder 
tables  are  based  upon  the  section  modulus  of  the  gross  area  of  the 
section,  with  bending  stress  allowed  at  16,000  pounds  per  square  inch. 

229 


CARNEGIE    STEEL    COMPANY 


RIVETED  BEAM  GIRDERS 

ALLOWABLE  UNIFORM  LOAD  IN  THOUSANDS  OF  POUNDS 

Maximum  Bending  Stress  16000  Pounds  per  Square  Inch 

^_  .-10" 

in" 

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l-Beam  24"x80  Ibs. 
2-Plates  10"x^" 

l-Beam  20"x80  Ibs. 
2-Plates  10"x%" 

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Plates 

of  Flange 
Plates 

of  Flange 
Plates 

of  Flange 
Plates 

15 

317 

15.2 

270 

12.3 

224 

10.1 

204 

8.4 

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16 

297 

14.3 

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11.5 

210 

9.5 

191 

7.9 

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17 

280 

13.4 

238 

10.9 

198 

9.0 

180 

7.4 

4.78 

18 

264 

12.7 

225 

10.3 

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8.4 

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19 

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9.7 

177 

8.0 

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6.6 

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11.4 

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7.6 

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227 

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8.8 

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22 

216 

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8.4 

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6.9 

139 

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23 

207 

9.9 

176 

8.0 

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6.6 

133 

5.5 

8.76 

24 

198 

9.5 

169 

7.7 

140 

6.3 

127 

5.3 

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25 

190 

9.1 

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7.4 

135 

6.1 

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26 

183 

8.8 

156 

7.1 

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5.9 

118 

4.8 

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27 

176 

8.4 

150 

6.8 

125 

5.6 

113 

4.7 

12.07 

28 

170 

8.1 

148 

6.6 

120 

5.4 

109 

4.5 

12.98 

29 

164 

7.9 

140 

6.4 

116 

5.2 

105 

4.3 

13.92 

30 

159 

7.6 

135 

6.2 

112 

5.1 

102 

4.2 

14.90 

31 

153 

7.4 

131 

6.0 

109 

4.9 

99 

4.1 

15.91 

32 

149 

7.1 

127 

5.8 

105 

4.8 

96 

3.9 

16.95 

33 

144 

6.9 

123 

5.6 

102 

4.6 

93 

3.8 

18.03 

34 

140 

6.7 

119 

5.4 

99 

4.5 

90 

3.7 

19.13 

35 

136 

6.5 

116 

5.3 

96 

4.3 

87 

3.6 

20.28 

Area 

42.41  inches2 

41.32  inches2 

35.82  inches2 

38.73  inches2 

Si-i 
Weight 

446.0   inches3 
144.2   Ibs.  per  ft. 

380.0    inches3 
141.2    Ibs.  per  ft. 

315.5    inches3 
122.5    Ibs.  per  ft. 

286.7    inches3 
131.0   Ibs.  per  ft. 

Safe  loads  above  horizontal  lines  exceed  the  resistance  of  the  web  and  girders  should  be 

provided  with  stiffeners;  for  limiting  conditions,  see  explanatory  notes,  page  180  and  specifications, 

page  128. 

Weights  given  for  girders  do  not  include  stiffeners,  rivet  heads  or  other  details. 

230 


GIRDERS 


RIVETED  BEAM  GIRDERS—  Concluded 

ALLOWABLE  UNIFORM  LOAD  IN  THOUSANDS  OF  POUNDS 

Maximum  Bending  Stress,  16000  Pounds  per  Square  Inch 

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1-Beam  15"  x  42  Ibs. 

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12.7 

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11 

228 

11.6 

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5.3 

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4.3 

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27 

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3.8 

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4.6 

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29 

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4.4 

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3.4 

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2.5 

14.90 

Area 

31.58  inches* 

27.18  inches* 

28.92  inches* 

20.48  inches* 

Si-i 

235.2   inchess 

184.1    inches5* 

159.5  inchess 

115.3   inched 

Weight 

107.5   Ibs.  per  ft. 

93.3   lbs.perft. 

98.3   Ibs.  per  ft. 

69.2   Ibs.  per  ft. 

Safe  loads  above  horizontal  lines  exceed  the  resistance  of  the  web  and  girders  should  be 

provided  with  stiffeners;  for  limiting  conditions,  see  explanatory  notes,  page  180,  and  specifications, 

page  128. 

Weights  given  for  girders  do  not  include  stiffeners,  rivet  heads  or  other  details. 

231 


CARNEGIE  STEEL  COMPANY 


RIVETED  PLATE  GIRDERS 

SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  UNIFORMLY  DISTRIBUTED 

Maximum  Bending  Stress,  16000  Pounds  Per  Square  Inch 

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C5  to  ^ 

^v 

§13 

20 

325 

331 

301 

274 

196 

196 

290 

278 

6.62 

21 

310 

315 

287 

261 

187 

186 

285 

265 

7.30 

22 

296 

301 

274 

249 

178 

178 

272 

253 

8.01 

23 

283 

288 

262 

238 

171 

170 

260 

242 

8.76 

24 

271 

276 

251 

228 

164 

163 

249 

232 

9.53 

25 

260 

265 

241 

219 

157 

156 

239 

223 

10.35 

26 

250 

255 

232 

211 

151 

150 

230 

214 

11.19 

27 

241 

245 

223 

203 

145 

145 

222 

206 

12.07 

28 

232 

236 

215 

196 

140 

140 

214 

199 

12.98 

29 

224 

228 

208 

189 

135 

135 

206 

192 

13.92 

30 

217 

221 

201 

183 

131 

130 

199 

186 

14.90 

31 

210 

214 

194 

177 

127 

126 

193 

180 

15.91 

32 

203 

207 

188 

171 

123 

122 

187 

174 

16.95 

33 

197 

201 

183 

166 

119 

119 

181 

169 

18.03 

34 

191 

195 

177 

161 

115 

115 

176 

164 

19.13 

35 

186 

189 

172 

157 

112 

112 

171 

159 

20.28 

36 

181 

184 

167 

152 

109 

109 

166 

155 

21.45 

37 

176 

179 

163 

148 

106 

106 

162 

150 

22.66 

38 

171 

174 

159 

144 

103 

103 

157 

147 

23.90 

39 

167 

170 

155 

141 

101 

100 

153 

143 

25.18 

40 

163 

166 

151 

137 

98 

98 

150 

139 

26.48 

Area.in.2 

55.50 

52.19 

47.75 

44.25 

34.69 

34.70 

54.50 

47.00 

Si-i  in.3 

609.7 

620.6 

565.1 

514.0 

368.1 

366.7 

560.7 

521.9 

Wt.'per 
Ft.,Lbs. 

188.9 

177.8 

162.6 

150.7 

118.3 

118.1 

185.5 

160.0 

Safe  loads  above  horizontal  lines  exceed  the  end  resistance  and  girders  should  be  provided 
with  stiffeners;  for  limiting  conditions,  see  explanatory  notes,  page  229,  and  specifications,  page  128. 

Weights  given  for  girders  do  not  include  stiffeners,  rivet  heads,  or  other  details. 

232 


GIRDERS 


RIVETED  PLATE  GIRDERS—  Continued 

SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  UNIFORMLY  DISTRIBUTED 
Maximum  Bending  Stress,  16000  Pounds  Per  Square  Inch 

in 
Feet 

j  ' 

i 

riU"-' 

r-I29fc" 

LJL 

1 
r-14% 

r-14"~* 

*-  14"-* 
f 

|-  12  '-'- 
j 

a 

1 

.5 
a 

Dimensions  in  Inches 

1-2&H  Web  Plate 
4-6x4xj^  Flange  Angles 
2-14x^  Flange  Plates 

I 

l-28xH  Web  Plate 
4-6x4x>£  Flange  Angles 

l-28xH  Web  Plate 
4-5x3>|x^  Flange  Angles 

l-26x^  Web  Plate 
4-6x4xJ^  Flange  Angles 
2-14x^  Flange  Plates 

l-26x%  Web  Plate 
4-6x4x%  Flange  Angles 
2-14x>^  Flange  Plates 

l-26x%  Web  Plate 
4-6x4x%  Flange  Angles 
2-14x%  Flange  Plates 

£&  a 
-SJJ 

°?  "?  T1 

20 

21 
22 
23 
24 
25 

26 
27 
28 
29 
30 

31 
32 
33 
34 
35 

36 
37 
38 
39 
40 

Area.in.2 

Wk'nec 

Ft.,Lb8. 

253 

241 
230 
220 
211 
202 

195 
187 
181 
174 
169 

163 
158 
153 
149 
145 

141 
137 

224 

214 
204 
195 
187 
180 

173 
166 
160 
155 
150 

145 
140 
136 

152 

144 

138 

133 

127 
121 
116 
111 
106 

102 
98 
95 
92 

89 

86 
83 
81 
78 
76 

74 
72 
70 
68 
66 

232 

221 
211 
202 
193 
186 

178 
172 
159 
160 
155 

150 
145 
141 
136 
133 

129 
125 

206 

196 
187 
179 
172 
165 

158 
153 
147 
142 
137 

133 
129 
125 

182 

173 
166 
158 
152 
146 

140 
135 
130 
126 

159 

151 
144 
138 
132 
127 

6.62 

7.30 
8.01 
8.76 
9.53 
10.35 

11.19 
12.07 
12.98 
13.92 
14.90 

15.91 
16.95 
18.03 
19.13 
20.28 

21.45 
22.66 
23.90 
25.18 
26.48 

132 
126 
121 

117 
112 
108 
105 
101 

98 
95 
92 
89 
87 

84 
82 
80 
78 
76 

29.50 
284.3 

100.5 

122 
118 
114 
110 
106 

103 
99 
96 
93 
91 

88 
86 
84 
81 
79 

121 

118 
114 
110 
107 
104 

101 
98 
96 
93 
91 

132 
128 

125 
121 
118 
115 
112 

38.94 
420.8 

132.5 

121 
118 

114 
111 
108 
106 
103 

133 
130 
126 

122 
119 
116 

43.50 
474.3 

148.1 

26.50 
249.1 

90.1 

42.75 
435.1 

145.6 

38.19 
386.1 

130.0 

34.69 
341.5 

118.1 

30.95 
298.0 

105.4 

Safe  loads  above  horizontal  lines  exceed  the  end  resistance  and  girders  should  be   provided 
with  stiff  eners;  for  limiting  conditions,  see  explanatory  notes,  page  229,  and  specifications,  page  128. 
Weights  given  for  girders  do  not  include  stiffeners,  rivet  heads,  or  other  details. 

233 


CARNEGIE  STEEL   COMPANY 


RIVETED  PLATE  GIRDERS—  Concluded 

SAFE  LOADS  IN  THOUSANDS  OF  POUNDS  UNIFORMLY  DISTRIBUTED 
Maximum  Bending  Stress,  16000  Pounds  Per  Square  Inch 

Span 
in 

Feet 

04 

! 
!     -d  h- 

r12''-*! 

3! 

2 

it 

fl 

fl03/8? 

i.JL 

1 

1 

Q 
| 

O 

Dimensions  in  Inches 

JB 

ift 
*! 

8 

si1 

!« 
ill 

CD   X 
<M  10 

? 

ffl 

ofl 

els 

ill 
EH 

els 

j 

af 

4 

ii 

C4  10 

J 

•sj 
* 

23S 

-^ 

3-?S 

533 

20 

21 
22 
23 
24 
25 

26 
27 
28 
29 
30 

31 
32 
33 
34 
35 

36 
37 
38 
39 
40 

138 

131 
126 

121 

115 
110 
105 
101 

97 

93 
90 
86 
83 
81 

78 
76 
73 
71 
69 

67 
65 
64 
62 
60 

202 

192 
184 
176 
168 
162 

155 
150 
144 
139 
135 

130 

126 

183 

175 
167 
159 
153 
147 

141 
136 
131 

126 

163 

155 
148 
142 
136 
131 

126 

144 

138 
131 
126 

109 

104 
99 
95 
91 

87 

84 
81 
78 
75 
73 

70 
68 
66 
64 
62 

61 
59 
57 
56 
55 

88 

84 
80 
77 
74 
71 

68 
65 
63 
61 
59 

57 
55 
53 
52 
50 

49 
48 
46 
45 
44 

6.62 

7.30 
8.01 
8.76 
9.53 
10.35 

11.19 
12.07 
12.98 
13.92 
14.90 

15.91 
16.95 
18.03 
19.13 
20.28 

21.45 
22.66 
23.90 
25.18 
26.48 

120 
115 
110 

106 
102 
99 
95 
92 

89 
86 
84 
81 
79 

77 
75 
73 
71 
69 

120 
116 

111 
107 
103 
100 
96 

93 
90 

88 
85 
83 

80 

78 
76 
74 

72 

121 
117 
113 
109 

105 
102 
99 
96 
93 

91 

88 
86 
84 
82 

122 

118 
115 
111 
108 
105 

102 
99 
96 
94 
92 

122 
119 
115 

112 
109 
106 
104 
101 

Area.in.2 
Si-i.in.8 
Wt.  per 

Ft.,Lbs. 

28.75 
258.9 

98.0 

25.75 
226.6 

87.6 

40.00 

378.5 

136.0 

37.00 
343.6 

125.8 

33.20 
306.1 

113.0 

30.20 
270.9 

102.8 

25.00 
204.6 

85.0 

21.20 
165.5 

72.2 

Safe  loads  above  horizontal  lines  exceed  the  end  resistance  and  girders  should  be  provided 
with  stiff  eners;  for  limiting  conditions,  see  explanatory  notes,  page  229,  and  specifications,  page  128. 
Weights  given  for  girders  do  not  include  stiffeners,  rivet  heads,  or  other  details. 

234 


GIRDERS 


RIVETED  PLATE  GIRDERS 

?~~^Nfr 

•  •   fa  j           To  obtain  a  girder  suitable  to  carry  any  specified 
f^j      loading,  determine  the  maximum  end  reaction  in  pounds 

^\ 

and  the  maximum  bending  moment  in  inch-pounds. 

Select  from  the  table  a  girder  having  the  desired 

M 

depth,  a  thickness  of  web  as  determined  by  the  maximum 
.j        end  reaction  and  a  suitable  section  modulus  as  deter- 

£>'          

mined  by  dividing  the  bending  moment  by  the  permissible 

J! 

stress  per  square  inch. 

I 

For  limiting  conditions  see  explanatory  notes,  page 

; 

229,  and  specifications,  page  128. 

•  ^ 

P  i                Weights  given  do  not  include  stifleners,  rivet  heads, 

[i.  or  other  details. 
—  O~^ 

Section 

Size  in  Inches 

Weight  per  Foot, 
Pounds 

Maximum 
End 

MnHiiltifl 

Reaction 

JM.OQUIUS, 

Axis  1-1, 
Inches^ 

Web 

Plate 

Flange 
Angles 

Flange 
Plates 

Web  Plate 
and 
Flange 
Angles 

Flange 
Plates 

in 
Thousands 
of 
Pounds 

136.6 

4x   3  xY* 

59.5 

50.6 

168.6 

4x    3  xYz 

69.9 

50.6 

198.7 

5x3^x^2 

79.9 

50.6 

236.1 

24  x  %e 

5x3^x^8 

92.7 

50.6 

238.0 

5x3^x^2 

12  x  H 

79.9 

40.8 

50.6 

372.9 

5x3^2X^2 

12  x  Y* 

79.9 

51.0 

50.6 

408.5 

5x3%x% 

12  x  Y& 

92.7 

51.0 

50.6 

142.5 

4x   3  xYs 

64.6 

60.8 

165.5 

5x3J^x£i 

72.2 

60.8 

174.5 

4x   3  xYz 

75.0 

60.8 

204.5 

4x   3  xY% 

85.0 

60.8 

204.6 

5x3^x3^ 

85.0 

60.8 

242.0 

24  x  H 

5x3J^x^j 

97.8 

60.8 

270.9 

5x3%x% 

12  x  % 

72.2 

30.6 

60.8 

306.1 

5x3y%x% 

12  x  ^ 

72.2 

40.8 

60.8 

343.6 

5x3^x^2 

12  X  ^2 

85.0 

40.8 

60.8 

378.5 

5x3^x^2 

12  x  % 

85.0 

51.0 

60.8 

414.1 

bx3l/$xYs 

12  xY* 

97.8 

51.0 

60.8 

151.5 

4x   3  x% 

61.6 

56.3 

176.8 

5x3^£x% 

69.2 

56.3 

186.6 

4x   3'x^ 

72.0 

56.3 

201.2 

6x   4  xYi 

76.8 

56.3 

219.6 

5x3J^x^ 

82.0 

56.3 

252.0 

6x   4  xYz 

92.4 

56.3 

.      260.7 

5x3y$x% 

94.8 

56.3 

291.3 

26x<H6 

5x3%x% 

12  x  % 

69.2 

30.6 

56.3 

301.0 

6x    4  xYs 

107.6 

56.3 

329.5 

5x3%x% 

12  xH 

69.2 

40.8 

56.3 

334.8 

6x   4  x% 

76.8 

35.7 

56.3 

370.7 

5x3^x^2 

12  x  y^ 

82.0 

40.8 

56.3 

379.4 

6x   4  x% 

14  x  % 

76.8 

47.6 

56.3 

408.6 

5x3Hx^ 

12xYs 

82.0 

51.0 

56.3 

CARNEGIE  STEEL   COMPANY 


RIVETED  PLATE  GIRDERS—  Continued 

Section 

Size  in  Inches 

Weight  per  Foot, 
Pounds 

Maximum 
End 

Modulus, 

Reaction 

Axis  1-1, 
Inches^ 

Web 

Plate 

Flange 
Angles 

Flange 
Plates 

Web  Plate 
and 
Flange 
Angles 

Flange 
Plates 

in 
Thousands 
of 
Pounds 

428.4 

6x   4  xy2 

14  xy2 

92.4 

47.6 

56.3 

447.9 

5x3y2xy8 

i2xy8 

94.8 

51.0 

56.3 

472.7 

26  x  %a 

6x   4  xy2 

14  xy8 

92.4 

59.5 

56.3 

519.5 

6x    4  xy8 

14  x  ^ 

107.6 

59.5 

56.3 

563.4 

6x   4  x% 

14  xM 

107.6 

71.4 

56.3 

158.5 

4x   3  xy8 

67.2 

67.5 

183.8 

5x3y2xys 

74.8 

67.5 

193.5 

4x   3  xy2 

77.6 

67.5 

208.1 

6x    4  x% 

82.4 

Q7.5 

226.5 

4x   3  xY8 

87.6 

67.5 

226.6 

5x3^x3^ 

87.6 

67.5 

258.9 

6x  4  xy2 

98.0 

67.5 

267.6 

5x3y2xy8 

100.4 

. 

67.5 

298.0 

5x3y2xy8 

12  xys 

74.8 

30.6 

67.5 

307.9 

6x   4  xY8 

113.2 

67.5 

336.2 

5x3y2x3/8 

12  x  y2 

74.8 

40.8 

67.5 

341.5 

26  x^ 

6x   4  xys 

14  x  ys 

82.4 

35.7 

67.5 

354.4 

6x   4  x% 

127.6 

67.5 

377.4 

5x3y2xy2 

i2xy2 

87.6 

40.8 

67.5 

386.1 

6x   4  xys 

14  x^ 

82.4 

47.6 

67.5 

415.2 

5x3y2xy2 

12  xy8 

.87.6 

51.0 

67.5 

435.1 

6x   4  xy2 

14  x^ 

98.0 

47.6 

67.5 

454.5 

5x3y2xy8 

12  x^ 

100.4 

51.0 

67.5 

479.3 

6x   4  xy2 

14x^ 

98.0 

59.5 

67.5 

526.1 

6x   4  x^ 

14  x  % 

113.2 

59.5 

67.5 

569.9 

6x   4  x^ 

14  xM 

113.2 

71.4 

67.5 

613.9 

6x   4  xM 

14  xM 

127.6 

71.4 

67.5 

200.4 

4x  3  xy2 

83.1 

78.8 

233.4 

4x   3  x5/8 

93.1 

78.8 

233.5 

5x3y2xy2 

93.1 

78.8 

265.8 

6x   4  xH 

103.5 

78.8 

274.5 

5x3^x^ 

105.9 

78.8 

314.8 

6x   4  x% 

118.7 

78.8 

361.3 

6x   4  x% 

133.1 

78.8 

384.0 

26  x  %„ 

5xsy2xy2 

12  x^ 

93.1 

40.8 

78.8 

421.8 

5x3lAxy2 

12  x^ 

93.1 

51.0 

78.8 

441.7 

6x   4  x^ 

14  x^ 

103.5 

47.6 

78.8 

461.1 

5x3^x^ 

12  xM 

105.9 

51.0 

78.8 

485.9 

6x   4  xy2 

14  x  £i 

103.5 

59.5 

78.8 

532.7 

6x    4  x% 

14  xys 

118.7 

59.5 

78.8 

576.5 

6x    4  x^ 

14  xM 

118.7 

71.4 

78.8 

620.5 

6x   4  x% 

14  x  M 

133.1 

71.4 

78.8 

236 


GIRDERS 


RIVETED  PLATE  GIRDERS—  Continued 

Section 

Size  in  Inches 

Weight  per  Foot, 
Pounds 

Maximum 
End 

Modulus, 

Reaction 

Axis  1-1, 
Inches3 

Web 

Plate 

*3B 

Flange 
Plates 

Web  Plate 
and 
Flange 
Angles 

Flange 
Plates 

in 
Thousands 
of 
Pounds 

185.6 

5x3^xya 

70.3 

56.3 

211.0 

6x  4   x% 

77.9 

56.3 

230.3 

5x3y2xy2 

83.1 

56.3 

264.1 

6x  4  x% 

93.5 

56.3 

273.2 

5x3y%x% 

95.9 

56.3 

304.5 

5x3%x% 

12  x  % 

70.3 

30.6 

56.3 

315.3 

6x  4  x% 

108.7 

• 

56.3 

344.2 

5x3%x% 

12  xH 

70.3 

40.8 

56.3 

349.8 

27x%0 

6x  4  x% 

14  x*/8 

77.9 

35.7 

56.3 

387.3 

5x3%x% 

12  x  ^ 

83.1 

40.8 

56.3 

396.2 

6x  4  x% 

14  x  J4 

77.9 

47.6 

56.3 

426.7 

5x3>^xH 

12  x  y* 

83.1 

51.0 

56.3 

447.4 

6x  4   xy2 

14  x  H 

93.5 

47.6 

56.3 

467.7 

5x3y2x% 

12  x  Y* 

95.9 

51.0 

56.3 

493.4 

6x  4   xy% 

14  x  % 

93.5 

59.5 

56.3 

542.4 

6x  4   x% 

14  x  Y* 

108.7 

59.5 

56.3 

588.0 

Qx  4   x% 

14  x  M 

108.7 

71.4 

56.3 

193.1 

5x3y2x*/8 

76.0 

67.5 

218.5 

6x  4  xK 

83.6 

67.5 

237.8 

5x3^x^ 

88.8 

67.5 

271.5 

6x  4  xH 

99.2 

67.5 

280.6 

5x3^x% 

101.6 

67.5 

311.7 

5x3^x% 

12  x  ^ 

76.0 

30.6 

67.5 

322.7 

6x  4  x% 

114.4 

67.5 

351.4 

5x3*4x% 

12  x  H 

76.0 

40.8 

67.5 

357.1 

6x  4   x% 

14  x  5i 

83.6 

35.7 

67.5 

371.4 

27  x  Y* 

6x  4   xM 

128.8 

67.5 

394.5 

5x3Mx^j      12  x^ 

88.8 

40.8 

67.5 

403.4 

6x  4   x^ 

14  x  ^ 

83.6 

47.6 

67.5 

417.9 

6x  4   xK 

143.2 

67.5 

433.8 

5x3^xH 

12  x  ^ 

88.8 

51.0 

67.5 

454.6 

6x  4   xj^ 

14  x  ^ 

99.2 

47.6 

67.5 

474.8 

5x3Hx^ 

12  x  H 

101.6 

51.0 

67.5 

500.5 

6x  4   x^ 

14  x  5^            99.2 

59.5 

67.5 

549.5 

6x  4   x^ 

14  x  ^    '      114.4 

59.5 

67.5 

595.1 

6x  4   x% 

14  x  M 

114.4 

71.4 

67.5 

641.2 

6x  4   xM 

14  x  M 

128.8 

71.4 

67.5 

245.2 

5x3HxH 

94.6 

78.8 

279.0 

27  x  %6 

6x  4   x>^ 

105.0 

78.8 

288.1 

5x3Hx^ 

107.4 

78.8 

330.2 

6x  4  xH 

120.2 

•       78.8 

237 


CARNEGIE  STEEL   COMPANY 


RIVETED  PLATE  GIRDERS—  Continued 

Section 
Modulus, 

Axis  1-1, 
Inches3 

Size  in  Inches 

Weight  per  Foot, 
Pounds 

Maximum 
End 
Reaction 
in 
Thousands 
of 
Pounds 

Web 
Plate 

Fla^e 
Angles 

Flange 
Plates 

Web  Plate 
and 

Flange 
Angles 

Flange 
Plates 

378.8 

6x    4  x% 

134.6 

78.8 

401.7 

5xsy2xy2 

12  x  y2 

94.6 

40.8 

78.8 

425.3 

6x   4  xya 

149.0 

78.8 

440.9 

5x3y2xy2 

12  x  ^ 

94.6 

51.0 

78.8 

461.8 

27  x  %0 

6x   4  xy2 

14  x  y2 

105.0 

47.6 

78.8 

482.0 

5x3y2x% 

12,  x^i 

107.4 

51.0 

78.8 

507.7 

6x   4  xy2 

14  x  5^ 

105.0 

59.5 

78.8 

556.6 

6x   4  x% 

14  x  % 

120.2 

59.5 

78.8 

602.4 

6x   4  x% 

14  x  M 

120.2 

71.4 

78.8 

648.2 

6x   4  x% 

14  x  % 

134.6 

71.4 

78.8 

194.5 

5x3^x^ 

71.4 

56.3 

221.0 

6x   4  x% 

79.0 

56.3 

241.1 

5x3y2xy2 

84.2 

56.3 

276.3 

6x   4  x^ 

94.6 

56.3 

285.8 

5x3y2x% 

97.0 

56.3 

317.8 

5x3y2x% 

12  x  ^g 

71.4 

30.6 

56.3 

329.7 

6x   4  x^ 

109.8 

56.3 

359.0 

5x3y2xy8 

12  x  YZ 

71.4 

40.8 

56.3 

365.0 

28  x  %e 

6x  4  x;Hi 

14  x  ^ 

79.0 

35.7 

56.3 

404.0 

5x3y2xy2 

12  x  M 

84.2 

40.8 

56.3 

413.1 

6x   4  xjHs 

14  x  y2 

79.0 

47.6 

56.3 

444.8 

5x3y2xy2 

12  x  5^ 

84.2 

51.0 

56.3 

466.5 

6x   4  xK 

14  x  M 

94.6 

47.6 

56.3 

487.6 

5x3y2xy8 

12  x  ^ 

97.0 

51.0 

56.3 

514.2 

6x   4  x^ 

14  x  ^ 

94.6 

59.5 

56.3 

565.4 

6x   4  x% 

14  x  ^ 

109.8 

59.5 

56.3 

612.7 

6x   4  x^ 

14  x  M 

109.8 

71.4 

56.3 

202.5 

5x3^x^ 

77.3 

67.5 

229.0 

6x   4  xjHi 

84.9 

67.5 

249.1 

5x3y^xy2 

90.1 

67.5 

284.3 

6x   4  x^ 

100.5 

67.5 

293.8 

5x3y2x% 

102.9 

67.5 

325.6 

5x3y2x% 

12  x  ys 

77.3 

30.6 

67.5 

337.7 

28  x  % 

ex  4  X*HJ 

115.7 

67.5 

366.7 

5x3y2x% 

12  x  K 

77.3 

40.8 

67.5 

372.8 

6x   4  x% 

14  x  y& 

84.9 

35.7 

67.5 

388.5 

6x   4  xM 

130.1 

67.5 

411.7 

5x3%xy2 

12  x  ^ 

90.1 

40.8 

67.5 

420.8 

6x   4  x^i 

14  x  ^ 

84.9 

47.6 

67.5 

437.0 

6x   4  x% 

144.5 

67.5 

452.5 

5x3Hx^ 

12  x  y% 

90.1 

51.0 

67.5 

238 


GIRDERS 


RIVETED  PLATE  GIRDERS—  Continued 

Section 

Size  in  Inches 

Weight  per  Foot, 

Maximum 
End 

Modulus, 

Reaction 

Axis  1-1, 
Inches" 

Web 
Plates 

Flange 
Angles 

Flange 
Plates 

Web  Plate 
and 

Flange 
Angles 

Flange 
Plate* 

in 
Thousands 
of 
Pounds 

474.3 

6x  4   x^ 

14  x  H 

100.5 

47.6 

67.5 

495.3 

5x3>£x£i 

12  x  % 

102.9 

51.0 

67.5 

521.9 

28  x  y 

6x  4   x^ 

14  x  % 

100.5 

59.5 

67.5 

573.1 

6x'  4   x% 

14  x^ 

115.7 

59.5 

67.5 

620.4 

6x  4   x% 

14  x  % 

115.7 

71.4 

67.5 

668.6 

6x  4   x5i 

14  x  M 

130.1 

71.4 

67.5 

257.1 

5x3HxH 

96.1 

78.8 

292.4 

6x  4   xH 

106.5 

78.8 

301.8 

5x3J-3x<Hj 

108.9 

78.8 

345.8 

6x  4   xJHs 

121.7 

78.8 

396.5 

6x  4   xM 

136.1 

78.8 

419.5 

5x3Kx^ 

12  x  ^ 

96.1 

40.8 

78.8 

445.1 

28  x  %6 

6x  4   x% 

150.5 

78.8 

460.2 

5x3J^xH 

12  x^ 

96.1 

51.0 

78.8 

482.0 

6x  4   x^ 

14  x  ^ 

106.5 

47.6 

78.8 

503.0 

5x3J^x^g 

12  x  ^ 

108.9 

51.0 

78.8 

529.6 

6x  4   x^ 

14  x  % 

106.5 

59.5 

78.8 

580.8 

6x  4   x% 

14  x  % 

121.7 

59.5 

78.8 

628.0 

6x  4   x% 

14  x  M 

121.7 

71.4 

78.8 

676.2 

6x  4   xM 

14  x  M 

136.1 

71.4 

78.8 

221.8 

5x3^x^ 

79.9 

74.3 

250.5 

6x  4  x% 

87.5 

74.3 

272.1 

5x3HxH 

92.7 

74.3 

310.3 

6x  4   xH 

103.1 

74.3 

320.5 

5x3Hx*hj 

105.5 

74.3 

353.8 

5x3>£x2i 

12  x  jHs 

79.9 

30.6 

74.3 

366.2 

5x3^xM 

117.5 

74.3 

368.1 

6x  4   xjHs 

118.3 

74.3 

397.8 

5x3^x-Hj 

12  x  H 

79.9 

40.8 

74.3 

404.7 

6x  4   x% 

14  x  £i 

87.5 

35.7 

74.3 

423.1 

30  x^ 

6x  4   x% 

132.7 

74.3 

446.6 

5x3J^x*X} 

12  x^ 

92.7 

40.8 

74.3 

456.1 

6x  4   x^ 

14  xH 

87.5 

47.6 

74.3 

475.8 

6x  4  x^ 

147.1 

74.3 

490.3 

5x3HxJ^ 

12  x  ^ 

92.7 

51.0 

74.3 

514.0 

6x  4   xj^ 

14  x  H 

103.1 

47.6 

74.3 

536.7 

- 

5x3Hx^g 

12  x  ^ 

105.5 

51.0 

74.3 

565.1 

6x  4   x^£ 

14  x  % 

103.1 

59.5 

74.3 

620.6 

6x  4   x^ 

14  x  £i 

118.3 

59.5 

74.3 

671.3 

6x  4   x^ 

14  x  M 

118.3 

71.4 

74.3 

723.8 

6x  4   xM 

14  x  5i 

132.7 

71.4 

74.3 

239 


CARNEGIE    STEEL    COMPANY 


RIVETED  PLATE  GIRDERS—  Continued 

Section 

Size  in  Inches 

Weight  per  Foot, 
Pounds 

Maximum 
End 

Modulus, 

Axis  1-1, 
Inches" 

Web 
Plates 

Flange 
Angles 

Flange 
Plates 

Web  Plate 
and 
Flaiige 
Angles 

Flange 
Plates 

Reaction 
in 
Thousands 
of 
Pounds 

281.4 

5x3^xH 

99.0 

86.6 

319.5 

6x  4   xy2 

109.4 

86.6 

329.7 

5x3y2xy8 

111.8 

86.6 

375.5 

5x3y2x% 

123.8 

86.6 

377.3 

Ox  4   x5A 

124.6 

86.6 

432.3 

Gx  4   xM 

139.0 

86.6 

455.5 

5x3y2xy2 

12  xy2 

99.0 

40.8 

86.6 

485.0 

30  x  Vie 

Gx  4   xH 

153.4 

86.6 

499.2 

5x3y2xy2 

i2xys 

99.0 

51.0 

86.6 

523.0 

6x  4   xy2 

i4xy2 

109.4 

47.6 

86.6 

545.6 

5x3y2xy8 

12  xy8 

111.8 

51.0 

86.6 

574.0 

6x  4   xy2 

14  x  ys 

109.4 

59.5 

86.6 

629.5 

6x  4   xys 

14  x  H 

124.6 

59.5 

86.6 

680.1 

Gx  4   xys 

14  xM 

124.6 

71.4 

86.6 

732.6 

6x  4   xM 

14  x  M 

139.0 

71.4 

86.6 

290.6 

5x3y2x*A 

105.4 

99.0 

328.8 

6x  4   x^ 

115.8 

99.0 

338.9 

5x3y2xys 

118.2 

99.0 

384.7 

5x3y2x% 

130.2 

99.0 

386.5 

Gx  4    x^ 

131.0 

99.0 

441.5 

6x  4   xM 

145.4 

99.0 

464.4 

5x3^xH 

12  x  K 

105.4 

40.8 

99.0 

494.2 

30  x  Y2 

6x  4   x% 

159.8 

99.0 

508.0 

5x3^xH 

12  x  y8 

105.4 

51.0 

99.0 

531.9 

6x  4    xy2 

14  xK 

115.8 

47.6 

99.0 

554.5 

5x3y2xys 

12  x  y8 

118.2 

51.0 

99.0 

582.8 

6x  4    xj^ 

14  xy8 

115.8 

59.5 

99.0 

638.3 

6x  4    x^ 

i^x  ys 

131.0 

59.5 

99.0 

688.9 

6x  4    xys 

14  x% 

131.0 

71.4 

99.0 

741.3 

6x  4   xM 

14  x  % 

145.4 

71.4 

99.0 

251.7 

5x3^xM 

83.7 

81.0 

283.7 

Gx  4   x^g 

91.3 

81.0 

307.7 

5x3^x^ 

96.5 

81.0 

308.4 

Gx  6    x% 

101.7 

121.5 

350.3 

6x  4   xH 

106.9 

81.0 

361.5 

33  xy8 

5x3^x^ 

109.3 

81.0 

383.6 

6x  6   xy2 

120.5 

121.5 

396.9 

5x3y2xys 

12  x  % 

83.7 

30.6 

81.0 

412.5 

5x3y2x% 

121.3 

81.0 

414.7 

Gx  4   xy8 

122.1 

81.0 

445.5 

5x3y2xys 

12  xH 

83.7 

40.8 

81.0 

453.4 

Gx  4   xys 

14  x^ 

91.3 

35.7 

81.0 

240 


GIRDERS 


RIVETED  PLATE  GIRDERS—  Continued 

Section 

Mnrhiliin 

Size  in  Inches 

Weight  per  Foot, 

Maximum 
End 

.M.OUU1US, 

Axis  1-1, 
Inches3 

Web 
Plate 

Flange 
Angles 

Flange 
Plates 

Web  Plate 
and 
Flange 
Angles 

Flange 
Plates 

Reaction 
in 
Thousands 
of 
Pounds 

455.9 

6x    6  *ys 

138.9 

121.5 

476.1 

6x   4  x% 

13G.5 

81.0 

477.6 

6x   6  x% 

14  x?* 

101.7 

35.7 

121.5 

499.8 

5x3^xH 

12  xH 

96.5 

40.8 

81.0 

510.0 

6x   4  *SA 

14  xK 

91.3 

47.6 

81.0 

525.4 

6x   6  xM 

156.9 

121.5 

534.1 

6x   6  x^s 

14  xK 

101.7 

47.6 

121.5 

548.0 

5x3^xH 

12  x*/8 

96.5 

51.0 

81.0 

574.7 

6x   4  xH 

14  xK 

106.9 

47.6 

81.0 

590.6 

6x   6  x3A 

14x^ 

101.7 

59.5 

121.5 

592.6 

33  x  % 

6x   6  x% 

174.5 

121.5 

599.9 

5x3J$x$i 

12  x% 

109.3 

51.0 

81.0 

607.1 

6x   6  x^ 

14  xH 

120.5 

47.6 

121.5 

630.9 

6x   4  x*A 

14  x^ 

106.9 

59.5 

81.0 

663.1 

6x   6  x}4 

14x^i 

120.5 

59.5 

121.5 

693.0 

6x   4  x^i 

14  x^ 

122.1 

59.5 

81.0 

719.2 

Gx   6  xyz 

14  xM 

120.5 

71.4 

121.5 

732.7 

6x   6  x5i 

14x^ 

138.9 

59.5 

121.5 

748.9 

6x   4  x^i 

14  x^ 

122.1 

71.4 

81.0 

788.3 

6x   6  xys 

14  xM 

138.9 

71.4 

121.5 

807.6 

6x   4  x% 

14  x% 

136.5 

71.4 

81.0 

854.9 

6x   6  xM 

14  xH 

156.9 

71.4 

121.5 

318.9 

5x3Hx^ 

103.5 

94.5 

361.5 

6x  4  x^ 

113.9 

94.5 

372.7 

5x3Hx^ 

116.3 

94.5 

394.8 

6x   6  xJ-3 

127.5 

141.8 

423.7 

5x3>4xM 

12S.3 

94.5 

425.8 

6x   4  x^ 

129.1 

94.5 

467.0 

6x   6  *ys 

145.9 

141.8 

487.2 

Gx   4  xM 

143.5 

94.5 

510.7 

33  x  %« 

5x3^x3^ 

12x*A 

103.5 

40.8 

94.5 

536.6 

Gx   6  xM 

163.9 

141.8 

558.8 

5x3^x^ 

12  x^ 

103.5 

51.0 

94.5 

585.6 

6x    4  x^ 

14  xH 

113.9 

47.6 

94.5 

603.8 

6x   6  xJi 

181.5 

141.8 

610.6 

5x3^x^ 

12  x^ 

116.3 

51.0 

94.5 

617.9 

Gx   6  xj^ 

14  x^ 

127.5 

47.6 

141.8 

641.7 

6x   4  x^ 

14  x^ 

113.9 

59.5 

94.5 

673.9 

6x   6  x^ 

14x^ 

127.5 

59.5 

141.8 

703.8 

6x   4  x5i 

14x^i 

129.1 

59.5 

94.5 

241 


CARNEGIE    STEEL    COMPANY 


RIVETED  PLATE  GIRDERS—  Continued 

Section 

Size  in  Inches 

Weight  per'Foot, 
Pounds 

Maximum 
End 

Axis  1-1, 
Inches* 

Web 
Plates 

Flange 
Angles 

Flange 
Plates 

Web  Plate 
and 
Flange 
Angles 

Flange 
Plates 

Reaction 
in 
Thousands 
of 
Pounds 

729.9 

6x   6    xy2 

14  X  % 

127.5 

71.4 

141.8 

743.5 

6x  6    x5/8 

14  x  ^ 

145.9 

59.5 

141.8 

759.6 

33  x  Vio 

6x  4   x5/8 

14  x  M 

129.1 

71.4 

94.5 

799.0 

6x  6   xy8 

14  x  M 

145.9 

71.4 

141.8 

818.3 

6x  4   x% 

14  x  M 

143.5 

71.4 

94.5 

865.6 

6x  6    x% 

14  x  M 

163.9 

71.4 

141.8 

330.0 

5x3^x2^ 

110.5 

108.0 

372.6 

6x  4   xy2 

120.9 

108.0 

383.9 

5x3^x^ 

123.3 

108.0 

406.0 

6x  6   xy2 

134.5 

162.0 

434.9 

5x3HxM 

135.3 

108.0 

437.0 

6x  4   xys 

136.1 

108.0 

478.2 

Ox  6   xys 

152.9 

162.0 

498.4 

6x  4   xM 

150.5 

108.0 

521.5 

5xsy2xy2 

12  x  H 

110.5 

40.8 

108.0 

547.8  « 

6x  6   xM 

170.9 

162.0 

569.5 

5x3y2xy2 

12  x  y8 

110.5 

51.0 

108.0 

596.4 

33  x  3/£ 

6x  4   xy2 

14  x  K 

120.9 

47.6 

108.0 

615.0 

6x  6   xys 

188.5 

162.0 

621.4 

5x3y2xy8 

12  x  y8 

123.3 

51.0 

108.0 

628.8 

6x  6    x^/2 

14  x  y2 

134.5 

47.6 

162.0 

652.5 

6x  4   xy2 

14  x  y8 

120.9 

59.5 

108.0 

684.6 

6x  6    xj^ 

14  x  ^ 

134.5 

59.5 

162.0 

714.5 

6x  4   xy8 

14:   X    % 

136.1 

59.5 

108.0 

740.6 

6x  6   xj^ 

14  x  M 

134.5 

71.4 

162.0 

754.3 

6x  6    xys 

14  x  y8 

152.9 

59.5 

162.0 

770.3 

6x  4   x^ 

14  x  M 

136.1 

71.4 

108.0 

809.7 

6x  6    xy8 

14  x  M 

152.9 

71.4 

162.0 

829.0 

6x  4   xM 

14  x  M 

150.5 

71.4 

108.0 

876.3 

6x  6   x% 

14  x  H 

170.9 

71.4 

162.0 

318.0 

6x  4   x2i 

95.1 

87.8 

344.4 

5xsy2\y2 

100.3 

87.8 

346.9 

6x  6    x^g 

105.5 

135.0 

391.4 

6x  4   x^ 

110.7 

87.8 

403.7 

5x3y2xy8 

113.1 

87.8 

430.3 

36  x  % 

6x  6   xj^ 

124.3 

135.0 

460.0 

5x3y2x% 

125.1 

87.8 

462.4 

6x  4    x<Hs 

125.9 

87.8 

503.3 

6x  4   x% 

14  x  % 

95.1 

35.7 

87.8 

510.5 

6x  6   x^g 

142.7 

135.0 

530.2 

6x  4    xM 

140.3 

87.8 

531.6 

6x  6    x% 

14  xK 

105.5 

35.7 

135.0 

242 


GIRDERS 


RIVETED  PLATE  GIRDERS—  Continued 

Section 

Size  in  Inches 

Weight  per  Foot, 
Pounds 

Maximum 
End 

Modulus, 

Reaction 

Axis  1-1, 
Inches3 

Web 
Plates 

Flange 
Angles 

Flange 
Plates 

Web  Plate 
and 
Flange 
Angles 

Flange 
Plates 

in 
Thousands 
of 
Pounds 

554.3 

5x3*$xM 

12  xH 

100.3 

40.8 

87.8 

565.1 

6x  4    x*A 

14x>i 

95.1 

47.6 

87.8 

593.2 

6x  6    x% 

14  x^ 

105.5 

47.6 

135.0 

595.3 

6x  4   xY8 

154.7 

87.8 

606.8 

5x3H*H 

12x^i 

100.3 

51.0 

87.8 

636.5 

6x  4   xY2 

14  xH 

110.7 

47.6 

87.8 

654.9 

6x  6   x% 

14  x^ 

105.5 

59.5 

135.0 

664.2 

36  x  % 

oxSXxK 

12x5i 

113.1 

51.0 

87.8 

674.4 

6x  6   xH 

14x>i 

124.3 

47.6 

135.0 

698.0 

6x  4   xy2 

14  xH 

110.7 

59.5 

87.8 

735.5 

6x  6   xlA 

14  x^ 

124.3 

59.5 

135.0 

766.6 

6x  4   x5A 

14  x^ 

125.9 

59.5 

87.8 

796.8 

6x  6   xy2 

14  xM 

124.3 

71.4 

135.0 

813.1 

6x  6   x5A 

14  x  % 

142.7 

59.5 

135.0 

827.6 

6x  4   xys 

14  xM 

125.9 

71.4 

87.8 

873.8 

Gx  6   xys 

14  xM 

142.7 

71.4 

135.0 

892.8 

6x  4    xM 

14  xH 

140.3 

71.4 

87.8 

357.7 

5x3^xH 

108.0 

102.4 

404.7 

6x  4   x^ 

118.4 

102.4 

417.0 

5x3Hx^i 

120.8 

102.4 

443.6 

6x  6   x*A 

132.0 

157.5 

473.3 

5x3^xM 

132.8 

102.4 

475.7 

6x  4    xH 

133.6 

102.4 

523.8 

6x  6   x^ 

150.4 

157.5 

543.5 

6x  4   xM 

148.0 

102.4 

567.2 

5x3^xM 

12x*A 

108.0 

40.8 

102.4 

608.6 

36  x  tte 

6x  4   x^ 

162.4 

102.4 

619.7 

5x3^xM 

12  x% 

108.0 

51.0 

102.4 

649.5 

6x  4   x*A 

14  x^ 

118.4 

47.6 

102.4 

677.1 

5x3^xy9 

12x^ 

120.8 

51.0 

102.4 

687.3 

6x  6    xH 

14  xH 

132.0 

47.6 

157.5 

710.8 

Gx  4    xj^ 

14  x  % 

118.4 

59.5 

102.4 

748.4 

6x  6   x*A 

I4x!»i 

132.0 

59.5 

157.5 

779.5 

6x  4   x^ 

14  x^ 

133.6 

59.5 

102.4 

809.5 

6x  6   xy2 

14  x^ 

132.0 

71.4 

157.5 

825.9 

6x  6   x^ 

14x^ 

150.4 

59.5 

157.5 

840.4 

6x  4    x^ 

14  xM 

133.6 

71.4 

102.4 

886.6 

6x  6   x^i 

14x^ 

150.4 

71.4 

157.5 

905.5 

6x  4   x% 

14xJi 

148.0 

71.4 

102.4 

243 


CARNEGIE    STEEL    COMPANY 


RIVETED  PLATE  GIRDERS—  Continued 

Section 

Size  in  Inches 

Weight  per  Foot, 
Pounds 

Maximum 
End 

M.od.ulus, 

Axis  1-1, 
Inches'5 

Web 
Plates 

Flange 
Angles 

Flange 
Plates 

Web  Plate 
and 
Flange 
Angles 

Flange 
Plates 

Reaction 
in 
Thousands 
of 
Pounds 

418.0 

6  x  4  x  y2 

126.0 

117.0 

456.9 

6  x  6  x  H 

139.6 

180.0 

489.0 

6  x  4  x  y% 

141.2 

117.0 

537.1 

6  x  6  x  % 

158.0 

180.0 

556.9 

6  x  4  x  Y± 

155.6 

117.0 

614.5 

6x  6x  M 

176.0 

180.0 

621.9 

6x4x^ 

170.0 

117.0 

662.5 

6  x  4  x  H 

14  x  M 

126.0 

47.6 

117.0 

689.2 

6  x  6  x  % 

193.6 

180.0 

700.3 

6  x  6  x  ^ 

14  x  yz 

139.6 

47.6 

180.0 

723.7 

6  x  4  x  y2 

14x5i 

126.0 

59.5 

117.0 

761.3 

36  x  y2 

6  x6x  Y2 

14  x  ys 

139.6 

59.5 

180.0 

792.3 

6x4x^ 

14  x  % 

141.2 

59.5 

117.0 

822.3 

6x6x  H 

14  x% 

139.6 

71.4 

180.0 

838.8 

6x  6x  YS 

14  x  ys 

158.0 

59.5 

180.0 

853.2 

6x4  x  ^ 

14  x  % 

141.2 

71.4 

117.0 

899.4 

6  x  6  x  ^ 

14  x  M 

158.0 

71.4 

180.0 

918.3 

6  x  4  x  % 

14  x  M 

155.6 

71.4 

117.0 

973.7 

6  x  6  x  M 

14  x  M 

176.0 

71.4 

180.0 

1039.4 

6  x  4  x  M 

14  x  1 

155.6 

95.2 

117.0 

1094.1 

6  x  6  x  % 

14  x   1 

176.0 

95.2 

180.0 

1101.1 

6  x  4  x  K 

14  x   1 

170.0 

95.2 

117.0 

1164.9 

6  x  6  x  y8 

14  x   1 

193.6 

95.2 

180.0 

444.7 

6  x  4  x  H 

141.3 

146.3 

483.5 

6  x  6  x  H 

154.9 

225.0 

515.7 

6  x  4  x  ^ 

156.5 

146.3 

563.7 

6  x  6  x  ys 

173.3 

225.0 

583.5 

6  x  4  x  % 

170.9 

146.3 

641.2 

6  x  6  x  % 

191.3 

225.0 

648.5 

6x4x  ys 

185.3 

146.3 

688.4 

36  x  % 

6  x  4  x  H 

14  x  H 

141.3 

47.6 

146.3 

715.8 

6  x  6  x  ys 

208.9 

225.0 

726.2 

6  x  6  x  y2 

14  x  K 

154.9 

47.6 

749.4 

6  x  4  x  H 

14  x  y8 

141.3 

59.5 

146.3 

787.0 

6x  6x  y2 

14  x  % 

154.9 

59.5 

225.0 

818.1 

6  x  4  x  ^ 

14x^g 

156.5 

59.5 

146.3 

847.9 

6  x  6  x  y2 

14  x  M 

154.9 

71.4 

225.0 

864.6 

6  x  6  x  % 

14  x  y8 

173.3 

59.5 

225.0 

878.8 

6x4x  % 

14  xM 

156.5 

71.4 

146.3 

924.9 

6x  6x  % 

14  x  % 

173.3 

71.4 

225.0 

244 


GIRDERS 


RIVETED  PLATE  GIRDERS—  Continued 

Section 

MnHnliis 

Size  in  Inches 

Weight  per  Foot, 
Pounds 

Maximum 
End 

i&OUUiUS, 

Am  1-1, 
Inches* 

Web 
Plates 

Flange 
Angles 

Flange 
Plates 

Web  Plate 
and 
Flange 
Angles 

Flange 
Plates 

Reaction 
in 
Thousands 
of 
Pounds 

943.9 

6x4x  % 

14  x  M 

170.9 

71.4 

146.3 

999.3 

6  x  6  x  % 

14  x  % 

191.3 

71.4 

225.0 

1045.9 

6  x  6  x  2i 

14  x  1 

173.3 

95.2 

225.0 

1064.7 

36  x  % 

6x4x  % 

14  x  1 

170.9 

95.2 

146.3 

1119.3 

6  x  6  x  % 

14  x  1 

191.3 

95.2 

225.0 

1126.3 

6  x  4  x  % 

14  x   1 

185.3 

95.2 

146.3 

1190.1 

6x6x% 

14  x  1 

208.9 

95.2 

225.0 

390.2 

6  x4x  % 

102.8 

101.3 

427.5 

6  x  6x  % 

113.2 

157.5 

477.2 

6  x  4  x  Yz 

118.4 

101.3 

527.2 

6  x  6x  Yz 

132.0 

157.5 

561.4 

6  x4  x  % 

133.6 

101.3 

606.6 

6  x  4  x  % 

14  x  % 

102.8 

35.7 

101.3 

623.5 

6  x  6  x  2i 

150.4 

157.5 

638.3 

6x4x  % 

16  x  23 

102.8 

40.8 

101.3 

642.1 

6  x  4  x  % 

148.0 

101.3 

643.2 

6  x  6  x  % 

14  x  % 

113.2 

35.7 

157.5 

675.1 

6  x  6  x  % 

16  x  % 

113.2 

40.8 

157.5 

678.6 

6  x  4  x  % 

14  x  1^ 

102.8 

47.6 

101.3 

715.2 

6  x  6  x  % 

14  x  H 

113.2 

47.6 

157.5 

716.5 

6  x  6  x  M 

168.4 

157.5 

719.5 

6  x  4  x  % 

162.4 

101.3 

757.7 

6  x  6  x  % 

16  x  Ji 

113.2 

54.4 

157.5 

763.7 

42  x  % 

6x4x  H 

14  x  H 

118.4 

47.6 

101.3 

787.2 

6  x  6  x  % 

14  x  2i 

113.2 

59.5 

157.5 

806.2 

6x4x  ^ 

16  x  >£ 

118.4 

54.4 

101.3 

806.4 

6  x  6  x  J£ 

186.0 

157.5 

812.7 

6  x  6  x  Yz 

14  x  ^ 

132.0 

47.6 

157.5 

835.5 

6  x  4  x  Yz 

14  x  23 

118.4 

59.5 

101.3 

855.2 

6  x  6  x  Yz 

16  x  >£ 

132.0 

54.4 

157.5 

884.2 

6  x  6  x  Yz 

14  x  23 

132.0 

59.5 

157.5 

917.3 

6  x  4  x  2H 

14x23 

133.6 

59.5 

101.3 

937.3 

6  x  6  x  ^ 

132.0 

68.0 

157.5 

955.7 

6  x  6  x  Yz 

14  x  M 

132.0 

71.4 

157.5 

970.4 

6  x  4  x  2| 

16  x  23 

133.6 

68.0 

101.3 

977.6 

6  x  6  x  % 

14  x  2i 

150.4 

59.5 

157.5 

988.7 

6x4x  2s" 

14  x  % 

133.6 

71.4 

101.3 

1030.8 

Gx  6x  % 

16  x  2i 

150.4 

68.0 

157.5 

1048.6 

6  x  6  x  26 

14  x  M 

150.4 

71.4 

157.5 

1066.6 

6  x  4  x  % 

14  x  M 

148.0 

71.4 

101.3 

1112.4 

6x6x^ 

16  x  2i 

150.4 

81.6 

157.5 

245 


CARNEGIE    STEEL    COMPANY 


RIVETED  PLATE  GIRDERS—  Continued 

Section 

Size  in  Inches 

Weight  per  Foot, 
Pounds 

Maximum 
End 

Modulus, 

Axis  1-1, 
Inches3 

Web 
Plates 

Flange 
Angles 

Flange 
Plates 

Web  Plate 
and 
Flange 
Angles 

Flange 
Plates 

Reaction 
in 
Thousands 
of 
Pounds 

1130.4 

6x4x  M 

16  xM 

148.0 

81.6 

101.3 

1138.5 

6  x  6  x  M 

14  xH 

168.4 

71.4 

157.5 

1194.1 

6x6x  y8 

16  x% 

150.4 

95.2 

157.5 

1202.3 

42  x^ 

6x6x  % 

16  xM 

168.4 

81.6 

157.5 

1283.5 

6x  6x  % 

16  x% 

168.4 

95.2 

157.5 

1286.4 

6x4x  Y& 

16  x  % 

162.4 

95.2 

101.3 

1369.9 

6x6x  % 

16  x^ 

186.0 

95.2 

157.5 

495.3 

6x4x  H 

127.3 

118.1 

545.4 

6x6x^ 

140.9 

183.8 

579.5 

6  x  4  x  5/8 

142.5 

118.1 

641.6 

6  x  6  x  % 

159.3 

183.8 

660.2 

6x4x  M 

156.9 

118.1 

734.7 

6  x  6  x  % 

177.3 

183.8 

737.6 

6x4x  y8 

171.3 

118.1 

781.5 

6x4x  ^ 

14  x  ^ 

127.3 

47.6 

118.1 

824.0 

6x4x  K 

16  xK 

127.3 

54.4 

118.1 

824.6 

6x  6x  y8 

194.9 

183.8 

830.4 

6  x  6  x  ^ 

14  xy2 

140.9 

47.6 

183.8 

853.1 

6x  4x  ^ 

14  x^ 

127.3 

59.5 

118.1 

872.9 

6  x  6  x  ^ 

16  xH 

140.9 

54.4 

183.8 

901.8 

6  x  6  x  J^ 

14  x% 

140.9 

59.5 

183.8 

934.9 

42  x  %e 

6x  4  x  % 

14  x^ 

142.5 

59.5 

•  118.1 

954.9 

6x  6x  ^ 

16x^ 

140.9 

68.0 

183.8 

973.2 

6x  6x  Yt 

14  xM 

140.9 

71.4 

183.8 

988.1 

6  x  4  x  YS 

16  x  ^ 

142.5 

68.0 

118.1 

995.3 

6x  6x  % 

14  x% 

159.3 

59.5 

183.8 

1006.2 

6x4x^ 

14  xM 

142.5 

71.4 

118.1 

1048.4 

6  x  6  x  % 

16  x% 

159.3 

68.0 

183.8 

1066.2 

6  x  6  x  % 

14  xM 

159.3 

71.4 

183.8 

1084.1 

6  x  4  x  % 

14  x% 

156.9 

71.4 

118.1 

1129.9 

6x6x^g 

16  x  M 

159.3 

81.6 

183.8 

1147.9 

6x4x  % 

16  xM 

156.9 

81.6 

118.1 

1156.0 

6x  6x  M 

14  xM 

177.3 

71.4 

183.8 

1211.6 

6  x  6  x  ys 

16  x  % 

159.3 

95.2 

183.8 

1219.8 

6x  6  x  M 

16  xM 

177.3 

81.6 

183.8 

1300.9 

6x  6x  M 

16  x% 

177.3 

95.2 

183.8 

1387.3 

6x  6x  ys 

16  x% 

194.9 

95.2 

183.8 

513.5 

6x4x% 

136.2 

135.0 

563.5 

6x  6x  H 

149.8 

210.0 

597.7 

42  xK 

6  x  4x  % 

151.4 

135.0 

659.8 

6x6x^ 

168.2 

210.0 

678.4 

6  x  4  x  % 

165.8 

135.0 

246 


GIRDERS 


RIVETED  PLATE  GIRDERS—  Continued 

Section 

mr~j,.i,,- 

Size  in  Inches 

, 
Weight  per  Foot, 

Maximum 
End 

Modulus, 

Axis  1-1, 
Inches", 

Web 
Plates 

Flange 
Angles 

Flange 
Plates 

Web  Plate 
and 
Flange 
Angles 

Flange 
Plates 

Reaction 
in 
Thousands 
of 
Pounds 

752.8 

6x  6x  M 

186.2 

210.0 

755.8 

6x4x  % 

180.2 

135.0 

799.2 

6x4x^ 

14  xj^ 

136.2 

47.6 

135.0 

841.7 

6x4x^ 

16  x^ 

136.2 

54.4 

135.0 

842.7 

6x6x% 

203.8 

210.0 

848.1 

6x  6x  Y2 

14  xH 

149.8 

47.6 

210.0 

870.8 

6x4x  YZ 

14  x% 

136.2 

59.5 

135.0 

890.6 

6x6x  K 

16  xH 

149.8 

54.4 

210.0 

919.4 

6x6x  Yz 

14x^i 

149.8 

59.5 

210.0 

952.6 

6x4x% 

14  x« 

151.4 

59.5 

135.0 

972.6 

6x6x  Yz 

16  x^ 

149.8 

68.0 

210.0 

990.8 

6x6x  H 

14x5i 

149.8 

71.4 

210.0 

1005.7 

6x4x  ya 

16x^i 

151.4 

68.0 

135.0 

1012.9 

42  xH 

6x6x£i 

14  xM 

168.2 

59.5 

210.0 

1023.7 

6x4x% 

14  xM 

151.4 

71.4 

135.0 

1066.0 

6x6x^ 

16  x^ 

168.2 

68.0 

210.0 

1083.7 

6x6x  % 

14  xM 

168.2 

71.4 

210.0 

1101.7 

6x4xM 

14  xM 

165.8 

71.4 

135.0 

1147.5 

6x6x  % 

16  xM 

168.2 

81.6 

210.0 

1165.4 

6x4x  H 

16  xM 

165.8 

81.6 

135.0 

1173.6 

6x6x  M 

14  x% 

186.2 

71.4 

210.0 

1229.0 

6x6x  Y* 

16  x% 

168.2 

95.2 

210.0 

1237.4, 

6x6x  % 

16  xM 

186.2 

81.6 

210.0 

1318.4 

6x6x  M 

16  x% 

186.2 

95.2 

210.0 

1321.2 

6x4x% 

16  x^ 

180.2 

95.2 

135.0 

1404.7 

6x6x  Ji 

16x% 

203.8 

95.2 

210.0 

466.9 

6x4x  % 

110.4 

121.5 

512.7 

6x6x  % 

120.8 

180.0 

567.4 

6x4xK 

126.0 

121.5 

628.9 

6x6x  H 

139.6 

180.0 

664.9 

6x4x% 

141.2 

121.5 

714.4 

6x4x% 

14  x^ 

110.4 

35.7 

121.5 

741.3 

6  x  6  x  s^ 

158.0 

180.0 

750.8 

6x4x3-6 

16x^ 

110.4 

40.8 

121.5 

758.5 

48  xH 

6x4x  M 

155.6 

121.5 

759.5 

6x  6x  Ys 

14x^ 

120.8 

35.7 

180.0 

795.9 

6x6x  Ys 

16  x% 

120.8 

40.8 

180.0      > 

797.0 

6x4x  % 

14  xj^ 

110.4 

47.6 

121.5 

841.9 

6x6x  ^ 

14  xH 

120.8 

47.6 

180.0 

848.3 

6x4x% 

170.0 

121.5 

850.1 

6x6xM 

176.0 

180.0 

890.4 

6x6x  H 

16  xj^ 

120.8 

54.4 

180.0 

895.5 

6x4xK 

14  xH 

126.0 

47.6 

121.5 

247 


CARNEGIE    STEEL    COMPANY 


RIVETED  PLATE  GIRDERS—  Continued 

Section 

•\J-_J--l-._ 

Size  in  Inches 

Weight  per  Foot, 
Pounds 

Maximum 
End 

Modulus, 

Axis  1-1, 
Inches^ 

Web 

Plates 

Flange 
Angles 

Flange 
Plates 

Web  Plate 
and 
Flange 
Angles 

Flange 
Plates 

Reaction 
in 
Thousands 
of 
Pounds 

924.3 

6  x  6  x  M 

14x^ 

120.8 

59.5 

180.0 

944.0 

6  x  4  x  YL 

16  x^ 

126.0 

54.4 

121.5 

955.2 

6x6x  % 

193.6 

180.0 

955.8 

6  x  6x  H 

14  x  Yz 

139.6 

47.6 

180.0 

977.7 

6  x  4  x  H 

14  x  % 

126.0 

59.5 

121.5 

1004.3 

6x  6x  Yt 

16  xy2 

139.6 

54.4 

180.0 

1037.6 

6  x  6  x  K 

14  xys 

139.6 

59.5 

180.0 

1072.7 

6  x  4  x  ^ 

14  x^ 

141.2 

59.5 

121.5 

1098.2 

6  x  6  x  Yi 

16x^ 

139.6 

68.0 

180.0 

1119.5 

6  x  6  x  Yi 

14  xM 

139.6 

71.4 

180.0 

1133.3 

6  x  4  x  ^g 

16  xys 

141.2 

68.0 

121.5 

1147.1 

48  xK 

6x  6x  % 

14x^ 

158.0 

59.5 

180.0 

1154.4 

6x4x  % 

14  xM 

141.2 

71.4 

121.5 

1207.8 

6x  6x  % 

16  x% 

158.0 

68.0 

180.0 

1228.4 

6x  6x  % 

14  xM 

158.0 

71.4 

180.0 

1245.2 

6  x  4  x  M 

14  xM 

155.6 

71.4 

121.5 

1301.2 

6x  6x^ 

16  xM 

158.0 

81.6 

180.0 

1317.9 

6  x  4  x  % 

16  x  M 

155.6 

81.6 

121.5 

1334.0 

6  x  6  x  % 

14  x% 

176.0 

71.4 

180.0 

1394.7 

6x6x^i 

16  x% 

158.0 

95.2 

180.0 

1406.7 

6  x  6x  % 

16  x  M 

176.0 

81.6 

180.0 

1498.1 

6x4x  ya 

16  x% 

170.0 

95.2 

121.5 

1499.7 

6x  6  x  M 

16  xy8 

176.0 

95.2 

180.0 

1601.3 

6x  6x  y8 

i6*y8 

193.6 

95.2 

180.0 

591.2 

6x4x  H 

136.2 

141.8 

652.7 

6  x  6  x  K 

149.8 

210.0 

688.7 

6  x  4  x  % 

151.4 

141.8 

765.0 

6x6x^ 

168.2 

210.0 

782.3 

6  x  4  x  % 

165.8 

141.8 

872.1 

6  x  4  x  % 

180.2 

141.8 

873.8 

6  x  6  x  % 

186.2 

210.0 

918.8 

6x4x  Yi 

14xJ4 

136.2 

47.6 

141.8 

967.3 
979.0 

48  x  %e 

6x4x  Yt 
6x  6x  % 

16  x^ 

136.2 
203.8 

54.4 

141.8 
210.0 

979.0 

6  x  6  x  ^ 

14  xy2 

149.8 

47.6 

210.0 

1000.8 

6  x  4  x  Yi 

14x^ 

136.2 

59.5 

141.8 

1027.6 

6  x  6  x  Yi 

16  x^ 

149.8 

54.4 

210.0 

1060.8 

6  x  6  x  Yi 

14  xH 

149.8 

59.5 

210.0 

1095.8 

6  x  4  x  % 

14  xys 

151.4 

59.5 

141.8 

1121.4 

6  x  6  x  Yi 

wxys 

149.8 

68.0 

210.0 

1142.5 

6x  6x  H 

14  xH 

149.8 

71.4 

210.0 

1156.5 

6x4x% 

16x^ 

151.4 

68.0 

141.8 

248 


GIRDERS 


RIVETED  PLATE  GIRDERS—  Continued 

Section 

Size  in  Inches 

Weight  per  Foot, 
Pounds 

Maximum 
End 

Modulus, 

Reaction 

Axis  1-1, 
Inches* 

Web 
Plates 

Flange 
Angles 

Flange 
Plates 

Web  Plate 
and 
Flange 

Flange 
Plates 

in 
Thousands 
of 
Pounds 

Angles 

1170.3 

6x6x% 

14  x^ 

168.2 

59.5 

210.0 

1177.4 

6x4x^ 

14x^ 

151.4 

71.4 

141.8 

1230.9 

6x6x  % 

16x^i' 

168.2 

68.0 

210.0 

1251.5 

6x  6x  % 

14  x% 

168.2 

71.4 

210.0 

1268.2 

6x  4x  M 

14  x% 

165.8 

71.4 

141.8 

1324.3 

6x  6x^ 

16  xM 

168.2 

81.6 

210.0 

1341.0 

48  x  %6 

6x4x  % 

16  x% 

165.8 

81.6 

141.8 

1357.0 

6x6x  % 

14  x% 

186.2 

71.4 

210.0 

1417.7 

6  x  6  x  y% 

16  x% 

168.2 

95.2 

210.0 

1429.8 

6x  6  x  y± 

16  xM 

186.2 

81.6 

210.0 

1521.0 

6x4x% 

16  x% 

180.2 

95.2 

141.8 

1522.7 

6x  6x  % 

16  x% 

186.2 

95.2 

210.0 

1624.2 

6x6x  y8 

16  x% 

203.8 

95.2 

210.0 

615.0 

6x4x  M 

146.4 

162.0 

676.4 

6x6xJ^ 

160.0 

240.0 

712.4 

6x4x  y8 

161.6 

162.0 

788.8 

6x6x5^ 

178.4 

240.0 

806.0 

6x4  x  % 

176.0 

162.0 

895.8 

6x4x  ys 

190.4 

162.0 

897.6 

6x  6x  M 

196.4 

240.0 

942.1 

6  x  4  x  H 

14  xH 

146.4 

47.6 

162.0 

990.6 

6x4x  Yz 

16  x^ 

146.4 

54.4 

162.0 

1002.3 

6x  6x  H 

14  x^ 

160.0 

47.6 

240.0 

1002.7 

6x6x  % 

214.0 

240.0 

1024.0 

6x4x^ 

14x^g 

146.4 

59.5 

162.0 

1050.8 

6x6x  H 

16  x^ 

160.0 

54.4 

240.0 

1083.9 

6x  6x  M 

14x^ 

160.0 

59.5 

240.0 

1119.0 

6x4x  % 

14x5i 

161.6 

59.5 

162.0 

1144.5 

48  xM 

6x6x  y2 

16  x% 

160.0 

68.0 

240.0 

1165.6 

6x6x  H 

14  xM 

160.0 

71.4 

240.0 

1179.6 

6x4x% 

16  x^ 

161.6 

68.0 

162.0 

1193.4 

6x6x  ys 

14  x^ 

178.4 

59.5 

240.0 

1200.5 

6x4x£i 

14  xM 

161.6 

71.4 

162.0 

1254.1 

6x6x^ 

16  x^ 

178.4 

68.0 

240.0 

1274.5 

6x  6x  ya 

14  xM 

178.4 

71.4 

240.0 

1291.2 

6x4x  M 

14  xM 

176.0 

71.4 

162.0 

1347.3 

6x  6x  % 

16  xM 

178.4 

81.6 

240.0 

1364.0 

6x  4  x  M 

16  xM 

176.0 

81.6 

162.0 

1380.0 

6x  6x  % 

14  xM 

196.4 

71.4 

240.0 

1440.6 

6x6x  % 

16  x  % 

178.4 

95.2 

240.0 

1452.8 

6  x  6  x  M 

16  xM 

196.4 

81.6 

240.0 

1543.9 

6x  4x  % 

16  x  Ji 

190.4 

95.2 

162.0 

1545.6 

6x  6x  ^ 

16  x^ 

196.4 

95.2 

2400 

1647.1 

6x  6x  Ji 

16  xK 

214.0 

95.2 

240.0 

249 


CARNEGIE    STEEL    COMPANY 


RIVETED  PLATE  GIRDERS—  Concluded 

Section 
Modulus, 

Axis  1-1, 
Inches^ 

Size  in  Inches 

Weight  per  Foot, 
Pounds 

Maximum 
End 
Reaction 
in 
Thousands 
of 
Pounds 

Web 

Plates 

Flange 
Angles 

Flange 
Plates 

Web  Plate 
and 
Flange 
Angles 

Flange 
Plates 

194.7 
245.7 
294.2 
340.7 

24  x  s/16 

6  x  6  x  % 
6  x  6  x  H 
6  x  6  x  % 

6x  6x  M 

85.1 
103.9 
122.3 
140.3 

67.5 
67.5 
67.5 
67.5 

200.6 
251.5 
300.1 
346.6 

24  x  SA 

6x  6  x  % 
6  x  6  x  Yz 
6  x  6x  % 
6x  6  X  % 

90.2 
109.0 
127.4 
145.4 

81.0 
81.0 
81.0 
81.0 

216.6 
272.9 
326.7 
378.2 

26  x  %6 

6  x  6x  % 

6  x  6  x  J^ 
6  x  6  x  ys 
6  x  6x  % 

87.2 
106.0 
124.4 
142.4 

78.8 
78.8 
78.8 
78.8 

223.5 
279.8 
333.6 
385.2 

26  xys 

6  x  6  x  % 

6  x  6  x  ^ 
6  x  6  x  *Mi 
6x6xM 

92.8 
111.6 
130.0 
148.0 

94.5 
94.5 
94.5 
94.5 

230.4 
286.7 
340.5 
392.1 

26  x  Vie 

6x  6  x  % 
6  x  6  x  Yi 
6  x  6  x  % 
6x  6x  M 

98.3 
117.1 
135.5 
153.5 

110.3 
110.3 
110.3 
110.3 

227.8 
286.8 
343.1 
397.3 

27  x  5/16 

6  x  6x  Y* 
6  x  6  x  H 
6  x  6  x  % 
6  x  6  x  % 

88.3 
107.1 
125.5 
143.5 

78.8 

78.8 
78.8 
78.8 

235.2 
294.2 
350.6 
404.7 

27  xM 

6  x  6  x  H 
6  x  6  x  H 
6  x  6  x  % 
6  x  6  x  % 

94.0 
112.8 
131.2 
149.2 

94.5 
94.5 
94.5 
94.5 

242.7 
301.7 
358.1 
412.2 

27  x  Vie 

6  x  6  x  % 

6  x  6  x  H; 
6  x  6  x  % 
6x  6x  M 

99.8 
118.6 
137.0 
155.0 

110.3 
110.3 
110.3 
110.3 

271.2 
338.3 
402.6 
464.4 

30  x  % 

6  x  6  x  y» 
6  x  6  x  yz 
6  x  6x  % 
6x  6  x  M 

97.9 
116.7 
135.1 
153.1 

108.0 
108.0 
108.0 
108.0 

280.4 
347.5 
411.8 
473.6 

30  x  7/i6 

6  x  6  x  JHI 
6x  6  x  Y-2 
6x  6x  Y* 
6  x  6  x  % 

104.2 
123.0 
141.4 
159.4 

126.0 
126.0 
126.0 
126.0 

289.6 
356.7 
421.0 
482.8 

30  x  ^ 

6  x  6  x  % 
6  x  6  x  Y-2, 
6  x  6x  % 
6  x  6  x  % 

110.6 
129.4 
147.8 
165.8 

144.0 
144.0 
144.0 
144.0 

250 


COLUMN    SAFE    LOADS 


COLUMNS  AND  STRUTS 

Compression  members  in  structures  are  called  posts,  struts  or 
columns.  No  exact  theoretical  formula  has  been  found  which  will 
give  the  strength  of  such  members  under  various  conditions  of 
loading.  The  formulas  in  current  use  are  based  on  the  assumption 
that  the  members  under  stress  may  fail  by  direct  compression,  by 
compression  and  bending  combined,  or  by  bending  alone.  The 
empirical  formulas  based  on  these  assumptions  practically  agree 
with  results  obtained  by  experiment  on  full  size  members.  These 
experiments  show  that  steel  columns  of  ordinary  sizes  and  lengths 
fail  at  nearly  a  constant  stress  which  corresponds  to  the  yield 
point  of  that  material,  and  that  the  load  which  will  cause  a  column 
to  fail  decreases  in  the  ratio  of  its  length  to  its  least  lateral 
dimension. 

Radius  of  Gyration.  As  the  strength  of  a  column  depends  on  its 
ability  to  resist  flexural  stress,  the  moment  of  inertia  of  its  cross 
section  is  an  important  factor  in  the  determination  of  its  carrying 
capacity.  For  the  purpose  of  computation,  however,  it  is  much 
more  convenient  to  use  the  radius  of  gyration  which  depends  on 
the  moment  of  inertia. 

Ratio  of  siendemess.  The  ratio  of  slenderness  is  the  unsupported 
length  of  a  compression  member  divided  by  its  radius  of  gyration, 
and  the  unsupported  length  of  a  column  is  determined  by  such 
points  of  support  as  will  prevent  deflection  of  the  column  in  the 
direction  which  corresponds  to  the  particular  radius  of  gyration 
under  consideration.  Columns  of  unsymmetrical  section  have 
more  than  one  radius  of  gyration.  It  is,  therefore,  necessary  to 
determine  the  ratio  of  slenderness  for  the  different  radii  of  gyration 
of  such  columns  and  to  use  the  proper  ratio  in  any  particular 
case. 

The  unit  stresses  for  different  ratios  of  slenderness  given  in  the 
construction  specifications  and  on  page  254  are  consistent  with 
present  practice  in  column  construction  and  their  use  does  not 
involve  the  refinements  of  the  more  complicated  formulas,  which 
refinements  are  often  vitiated  by  uncertainties  in  the  application 
of  loads  or  other  practical  features. 

The  construction  specifications  limit  the  maximum  ratio  of 
slenderness  to  120  for  main  members  under  steady  stresses.  For 
secondary  members  under  temporary  stress,  such  as  those  used  in 
wind  bracing,  higher  ratios  may  be  used,  but  in  no  case  should  the 
ratio  exceed  200. 

251 


CARNEGIE  STEEL   COMPANY 


Form  and  Size  of  Section.  Important  as  it  may  be  to  have  the  metal 
in  the  column  section  distributed  as  far  as  possible  from  the  neutral 
axis,  that  is,  with  as  large  a  radius  of  gyration  as  possible,  considera- 
tions of  ease  in  fabrication  and  simplicity  in  connections  are  of 
greater  weight.  The  economical  column  section  is  not  that  which 
affords  the  least  weight  of  metal  in  the  shaft,  but  that  which,  with 
a  reasonable  radius  of  gyration,  provides  the  least  weight  of  member, 
shaft  and  details  with  the  minimum  amount  of  riveting.  Modern 
practice,  therefore,  eliminates  earlier  forms  of  construction  which 
represented  the  minimum  amount  of  metal  for  the  maximum 
radius  of  gyration,  such,  for  example,  as  the  column  composed  of 
three  I-beams  or  one  I-beam  and  two  channels  placed  either  with 
the  flanges  in  or  the  flanges  out.  The  Z-bar  column  has  also  fallen 
into  disuse,  likewise  a  number  of  patented  sections  and  other  sections 
shown  in  earlier  editions  of  this  publication. 

The  most  practical  column  is  one  the  surfaces  of  which  are 
readily  accessible  for  painting  and,  therefore,  it  is  desirable  to  use 
open  angle  and  plate  columns  rather  than  closed  channel  and 
plate  columns. 

The  column  sections  should  be  of  such  size  as  to  permit  ready 
framing  of  beams  and  girders  thereto  and  so  placed  in  the  construc- 
tion as  to  permit  the  simplest  details.  Experience  indicates  that 
eight  inches  is  the  smallest  desirable  dimension  in  ordinary  building 
work.  For  struts  and  light  loads,  smaller  angle  columns  are  still 
in  use,  while  the  H-beams  are  excellent  for  such  purposes.  I-beams 
and  single  angles  may  be  used  with  economy  where  the  conditions 
of  lengths  and  loading  permit. 

Explanation  of  Tables.  The  tables  which  immediately  follow  give 
the  safe  loads  in  thousands  of  pounds  on  H-beam  and  I-beam 
columns  and  on  a  selected  line  of  channel  and  angle  columns  which, 
in  the  light  of  experience,  seem  to  be  desirable  for  use  in  ordinary 
building  and  bridge  construction.  In  addition  to  the  safe  loads, 
they  give  moments  of  inertia  and  radii  of  gyration  about  both 
axes  of  symmetry,  areas  of  sections,  and  weights  in  pounds  per  foot 
without  allowance  for  rivet  heads  or  other  details. 

These  tables  have  been  computed  for  the  least  radius  of  gyration 
in  accordance  with  the  formula  given  in  the  construction  specifica- 
tions. The  values  may  be  adjusted  to  other  formulas  or  to  different 
values  of  the  ratio  of  slenderness  by  use  of  the  comparative  table  on 
page  254.  This  table  is  also  suitable  for  use  in  figuring  columns 
so  braced  against  flexure,  that  their  safe  strength  may  be  computed 
for  the  greater  radius  of  gyration. 

252 


COLUMN   SAFE  LOADS 


Combined  Bending  and  Compression  Stresses.      It      is      assumed      in      the 

tables  that  the  loads  are  direct  and  equally  distributed  over  the 
cross  section  of  the  column  or  balanced  on  opposite  sides  thereof. 
In  the  case  of  beams  carried  on  brackets  or  other  forms  of  eccentric 
loading,  bending  stresses  are  produced  which  should  be  taken  into 
consideration  and  the  column  sections  so  proportioned  that  the 
combined  fiber  stresses  do  not  exceed  the  allowable  axial  compres- 
sive  stresses.  There  is  no  direct  simple  solution  of  this  problem; 
the  following  trial  method  is  suited  to  the  tables: — 

Let 

W=  Direct  load  in  pounds. 

Wi=  Eccentric  load  in  pounds. 

M  =  Bending  moment  due  to  eccentric  load  in  inch 

pounds  =  Wxx 
I  =  Moment   of   inertia   of    column   in   direction   of 

bending. 

n  =  Extreme  fiber  distance  in  direction  of  bending. 
A  =Area  of  column  section,  in  square  inches, 
f   =  Allowable     axial    unit    compression    in     pounds 
per    square     inch;     then     f    should     be     equal     to     or     greater 
than  WH^Wl  +  -^jS.  the   fiber  stresses   due    to  compression  and 
bending  respectively. 

RULE: — Assume  a  section  in  excess  of  that  required  for  the 
direct  compression  W  +  Wi  and  compute  the  combined  fiber  stress. 
If  it  works  out  too  large  or  too  small,  try  again. 

EXAMPLE:' — Required  to  select  a  plate  and  angle  column  20  feet  long  to 
sustain  a  balanced  load  of  210,000  pounds  and  an  eccentric  load  of  40,000 
pounds  applied  15  inches  from  the  column  center  on  axis  1-1. 

Assume  a  section  made  up  of  14"x%"  web  plate,  four  angles  6"x4"x^46"  and 
two  flange  plates  14"x%",  page  273. 

A  =  32.47,  I1-i  =  1351,  r2-2  =  3.09,  ratio  of  slenderness  =  20x12  -^3.09  =  77. 
Allowable   fiber  stress,    19,000— 100  1/r  =11,300  pounds  per  square  inch, 
page  254. 

Actual  fiber  stress  =  210^2+40'000  +  40.000x^5 x7.625  =  7.700+3.390= 
11,090  pounds  per  square  inch. 


253 


CARNEQIE  STEEL   COMPANY 


COMPARISON  OF  COMPRESSION  FORMULAS 

ALLOWABLE  UNIT  STRESSES  IN  POUNDS  PER  SQUARE  INCH 

A.  B.  Co. 

A.  R.E.Ass'n 

Gordon 

New  York 

Philadelphia 

Boston 

Chicago 

j_ 

r 

See 
Construction 

16000-70-L 
r 

12500 

15200-584- 

16250 

16000 

Specifications 

14000  max. 

1  +  36000  1-2 

r 

+  11000r~> 

1  +  20000  r-2 

0 

13000 

14000 

12500 

15200 

16250 

16000 

5 

13000 

14000 

12490 

14910 

16215 

15980 

10 

13000 

14000 

12460 

14( 

)20 

16100 

15920 

15 

13000 

14000 

12420 

14330 

15925 

15820 

20 

13000 

14000 

12365 

14( 

)40 

15680 

15690 

25 

13000 

14000 

12285 

13750 

15375 

15515 

30 

13000 

13900 

12195 

13460 

15020 

15310 

35 

13000 

13550 

12090 

13 

L70 

14620 

15075 

40 

13000 

13200 

11970 

12880 

14185 

14815 

45 

13000 

12850 

11835 

12, 

590 

13725 

14530 

50 

13000 

12500 

11690 

12300 

13240 

14220 

55 

13000 

12150 

11530 

12010 

12745 

13900 

60 

13000 

11800 

11365 

11720 

12240 

13560 

65 

12500 

11450 

11185 

11' 

130 

11740 

13210 

70 

12000 

11100 

11000 

11140 

11240 

12850 

75 

11500 

10750 

10810 

10850 

10750 

12490 

80 

11000 

10400 

10615 

10560 

10275 

12120 

85 

10500 

10050 

10410 

105 

270 

9810 

11755 

90 

10000 

9700 

10205 

9980 

9360 

11390 

95 

9500 

9350 

9995 

9< 

390 

8930 

11025 

100 

9000 

9000 

9785 

9400 

8510 

10670 

105 

8500 

8650 

9570 

9110 

8115 

10315 

110 

8000 

8300 

9355 

8820 

7740 

9970 

115 

7500 

7950 

9140 

8, 

530 

7380 

9630 

120 

7000 

7600 

8930 

8. 

240 

7035 

9300 

125 

6750 

7250 

8715 

6715 

130 

6500 

6900 

8510 

6405 

135 

6250 

6550 

8300 

6115 

i 

140 

6000 

6200 

8095 

5840 

145 

5750 

5850 

7890 

150 

5500 

5500 

7690 

155 

5250 

7495 

160 

5000 

7305 

165 

4750 

7120 

170 

4500 

6935 

175 

4250 

6755 

180 

4000 

6580 

185 

3750 

6410 

190 

3500 

6240 

195 

3250 

6080 

200 

3000 

5920 

Maximum  Ratio  of  1/r 

N<im6  of  Formula                         Abbreviation 

Main  Members 

Bracing  Struts 

American  Bridge  Company                               A.  B. 

120 

200 

American  Railway  Engineering  Ass'n            A.  R.  E. 

100      „. 

120 

Chicago  Building  Law                                       C. 

120 

150 

Gordon                                                              G. 

New  York  Building  Law                                  N.  Y. 

120 

Philadelphia  Building  Law                                 P. 

140 

. 

Boston  Building  Law                                         B. 

120 

•• 

254 


COLUMN    SAFE    LOADS 


qouj  arenbg  aad  spunoj  ui  sassaa^g  <HUO. 


255 


CARNEGIE    STEEL    COMPANY 


i2 

BEAM   COLUMNS 

SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 

Allowable  Fiber  Stress  per  square  inch,   13,000  pounds 
or  lengths  of  60  radii  or  under  ;  reduced  for  lengths  over  60 
adii,  see  specifications,  page  127. 
Weights  do  not  include  details. 

dp 

.U-j 

!jj 

Effective 
Length 
in  Feet 

Depth  and  Weight  of  Sections 

H  Beams 

I  Beams 

Sin. 
34 
Ibs. 

Gin. 

23.8 
Ibs. 

5  in. 
18.7 
Ibs. 

4  in. 
13.6 
Ibs. 

15  in. 
42 
Ibs. 

12  in. 
31^ 
Ibs. 

10  in. 
25 
Ibs. 

9  in. 
21 

Ibs. 

Sin. 
18 

Ibs. 

7  in. 
15 
Ibs. 

6  in. 
12^ 
Ibs. 

5  in. 
9M 
Ibs. 

4  in. 
7H 
Ibs. 

2 
3 
4 
5 

6 

7 
8 
9 
10 

11 
12 
13 
14 
15 

16 
17 
18 
19 
20 

21 
22 
23 
24 
25 

26 
27 

28 
29 
30 

31 

130.0 
130.0 
130.0 
130.0 

130.0 
130.0 
130.0 
130.0 

91.0 
91.0 
91.0 
91.0 

91.0 
91.0 

71.5 
71.5 
71.5 
71.5 

71.5 

52.0 
52.0 
52.0 

162.2 
162.2 
162.2 
162.2 

120.4 
120.4 
120.4 
120.4 

95.8 
95.8 
95.8 

82.0 
82.0 
82.0 

69.3 
69.3 
69.3 

57.5 
57.5 

46.9 
46.9 

37.3 
37.3 

28.7 
28.5 
24.0 
19.5 

56.8 
50.0 

43.2 

36.4 

44.5 
38.5 

32.5 

26.5 

33.3 
28.0 

22.7 

50.7 

45.7 
40.6 
35.6 
30.5 

94.4 

85.3 
76.2 
67.1 
58.0 

77.8 

69.4 
61.0 
52.6 

44.2 

63.2 

55.6 

48.0 
40.4 

153.9 
140.1 
126.2 
112.3 
98.5 

109.9 
98.9 
87.9 
76.9 
65.9 

15.2 
13.0 
10.8 

8.5 

66.0 
60.5 
55.0 
49.5 

44.0 
38.5 

18.8 
16.1 
13.5 
10.8 

86.7 
80.9 
75.1 

69.3 
63.5 
57.7 
51.9 

30.3 
26.9 
23.5 

20.1 
16.7 
13.3 

22.9 
19.9 
16.8 

13.8 
10.8 

35.0 
31.2 

27.4 
23.6 
19.8 
16.0 

125.8 

119.4 
113.0 
106.6 
100.2 
93.8 

87.3 

sag 

74.5 

26.7 

24.2 
21.7 
19.2 
16.6 
14.1 

50.2 

45.7 
41.1 
36.5 
32.0 
27.4 

22.9 

40.0 

35.8 
31.5 
27.3 
23.1 
18.9 

86.0 
79.0 
72.1 
65.2 

58.2 

51.3 

44.4 
37.4 

59.9 
54.4 
48.9 
43.4 
37.9 

32.4 

26.9 

35.8 
33.0 
30.3 

27.5 
24.8 
22.0 
19.3 
16.5 

47.6 

44.7 
41.8 
38.9 
36.0 
33.1 

30.2 
27.3 
24.4 
21.5 

69.0 
65.8 

62.6 
59.4 
56.2 
53.0 
49.8 

46.6 
43.4 
40.2 
37.0 
33.7 

30.5 

Area,  in.- 

10.00 

7.00 

5.50 

4.00 

12.48 

9.26 

7.37 

6.31 

5.33 

4.42 

3.61 

2.87 

2.21 

Ii-i.in.* 
n-i,in. 
12-2,  in* 
r2-2,  in. 

ll.r).4 
3.40 
35.1 
1.87 

45.1 
2.54 
14.7 
1.45 

23.8 
2.08 
7.9 
1.20 

10.7 
1.63 
3.6 
0.95 

441.8 
5.95 
14.6 
1.08 

215.8 
4.83 
9.5 
1.01 

122.1 
4.07 
6.9 
0.97 

84.9 
3.67 
5.2 
0.90 

56.9 
3.27 
3.8 
0.84 

36.2 

2.86 
2.7 
0.78 

21.8 
2.46 
1.9 
0.72 

12.1 
2.05 
1.2 
0.65 

6.0 
1.64 
0.77 
0.59 

Weight, 
Lbs.  per 
Foot 

34 

23.8 

18.7 

13.6 

42 

31H 

25 

21 

18 

15 

12M 

9M 

7H 

Safe  load  values  above  upper  zigzag  line  are  for  ratios  of  1/r  not  over  60,  those  between  the  zigzag 
lines  are  for  ratios  up  to  120  1/r  and  those  below  lower  zigzag  line  are  for  ratios  not  over  200  1/r. 

256 


COLUMNS 


10  INCH  CHANNEL  COLUMNS 

r  'wr~ 

£= 

F^i                SAFE 

/•Vy 

LOADS  IN  THOUSANDS 

OF  POUNDS 

^•r 

,  6%f— 

Allowable 

Fiber  Stress  per  square  inch.  13.000 

"cb       1 

ft* 

Li 

pounds  for  lengths  of  60  radii  or  under;  reduced  for 
lengths  over  60  radii,  see  specifications,  page  127. 

!        . 

1^                   Weights  do  not  include  rivet  heads  or  other 

t        r^ 

details 

Eg 

*_ 

•§      ||  2-10  in.  Chan.  II 
£            Latticed 

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153 
153 

191 
191 

213  233 
2131233 

252 
252 

272 

272 

289  309 
289  309 

328 
328 

348 

348 

367 

367 

386 
386 

405 
405 

424 
424 

443 
443 

463 

463 

13       116 

153 

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213 

233  252!  272  289  309  328  348 

367 

386 

405 

424 

443 

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14       116 

153 

191 

213 

233  252 

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309  328  348  367 

386 

405 

424 

443 

463 

15       116 

153 

191 

213 

233  252 

272 

289 

309|  328  348  367 

386 

405 

424 

443 

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16       116 

153  191 

213 

233 

252 

272 

289 

3091  328 

348367 

405 

424 

443 

463 

17     j  116!  153 

191 

213 

233  252  272 

289 

3091  328  348'  367 

386 

403 

423 

437 

457 

18    file 

152 

186 

213 

2332521  271 

286  305  324:  343;  359  378'  392 

411 

424 

444 

19       115 

148 

181 

208 

227  245 

264 

278  297!  3  15  334!  349 

367 

381 

399 

412 

431 

20       112 

144!  176)  203 

i221 

239 

257 

271289307 

325339 

357 

370 

388 

400  418 

21     I  109 

140  171 

197 

215 

232 

250 

2632801  298 

316329 

347 

359 

376 

387  405 

22 
23 
24 
25 

106  136  165 
103  132  160, 
100  128  155 
98  124  150 

192'  209|  226  243  256 
186  20321&  236  248 
1811  197  213|  229  240 
175  191  206|  222  233 

272 
264 
256 

248 

289 
281 
272 
263 

307319 
2971310 

288!  300 
279  290 

336!  348 
326  337 
316  326 
305  314 

364 
353 
341 
330 

375  392 
362  379 
350'  366 
338]  354 

26 
27 

95 

92 

120 
116 

145 
140 

170  185200^215225 
164  179  193  208  217 

240 
231 

255 
246 

270280 
2611270 

295303 

285!  292 

318 
306 

325 
313 

341 
328 

28 

89 

112 

134 

159 

173  187 

201 

210 

223 

237 

252,260 

274 

281 

295 

301 

315 

29 
30 

86,  108 
83jl04 

129 
124 

153 
148 

167 
161 

180,  194  202 

174  187  195 

215 
207 

229 
220 

242 
233 

251 
241 

264 
253 

270 
259 

2S3 
271 

288i  302 
276  289 

31 

80 

100 

119 

142 

155 

167  180  187 

199 

211 

224 

231 

243 

248 

260 

263  276 

32 

77 

96 

114 

137  149  161 

173 

179 

191 

203 

215 

221 

233 

237 

248 

251 

263 

33 

75 

92 

109 

131 

143  154 

166 

172 

183 

194 

206 

211 

222 

226 

237 

239 

250 

34     ! 

72 

88 

103 

126  137 

148 

159  164 

174 

185 

196 

201 

212f216 

227 

232 

243 

35     i    69 

2 

101 

120  131 

141 

152 

157 

166 

177 

187 

194 

205 

211 

221 

226 

237 

Area,  in.-'    8.92 

11.76  14.70 

16.42|  17.92 

19.42 

20.92,22.26123.76 

25.26^26.76!  28.20 

29.70! 

31.14  32.64 

34.08 

35.58 

Ii.i.in/t     134 

158     182     333 

376 

420 

465 

444 

489 

534 

581 

559 

606 

583 

630 

608 

655 

n.i.in.  1  3.87 

3.66!  3.52 

4.50 

4.58 

4.65 

4.71 

4.46 

4.53 

4.60 

4.66 

4.45 

4.52  4.33 

4.39 

4.22 

4.29 

lilLVj  123 

148 

171 

213 

231 

249 

267 

274 

292 

310 

328 

333 

351 

354 

372 

372 

390 

3.72 

3.55!  3.41 

3.60  3.59 

3.58 

3.58 

3.51 

3.50 

3.50 

3.50 

3.44 

3.44, 

3.37 

3.37 

330    3.31 

Weight, 

| 

Lbs  per  i 

37.8 

47.8 

57.8 

55.5 

60.6 

65.7 

70.d 

75.7 

80.8 

85.9 

91.0 

95.9  101.0 

105.9 

111.0 

115.9  121.0 

Foot 

1 

1 

Safe  load  values  above  upper  zigzag  line  are  for  ratios  of  1/r  not  over  60,  those  between  the  zigzag 
lines  are  for  ratios  up  to  120  1/r,  and  those  below  lower  zigzag  line  are  for  ratios  not  over  200  1/r. 

257 


CARNEGIE    STEEL    COMPANY 


10  INCH  CHANNEL   COLUMNS—  Continued 
SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 

Allowable  Fiber  Stress  per  square  inch,  13,000 
pounds  for  lengths  of  60  radii  or  under;  reduced  for 
lengths  over  60  radii,  see  specifications,  page  127. 

Weights   do  not  include  rivet  heads   or   other 
details. 

.A 

2         ^ 

U     -- 
!,.  ' 

.« 

V 

2 

Effective  Length  in  Feet 

2-10  in.  Channels 
Latt.ced 

2-10  in.  Channels,    2-14  in.  Plates 

fl 
P 

116 
116 

116 

116 
116 

116 
116 
116 
116 

-IS 
11 

•ig 

11 
£"1 

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$ 

11 
12 
13 
14 
15 

16 

17 
18 
19 
20 

21 
22 
23 
24 
25 

26 
27 
28 
29 
30 

31 
32 
33 
34 
35 

153 
153 
153 
153 
153 

153 
153 
153 
150 
146 

142 
139 
135 
131 
127 

123 
119 
115 

112 
108 

104 
100 
96 
92 

88 

191 
191 
191 
191 
191 

191 
191 

229 

229 
229 
229 
229 

229 

229 

252 
252 
252 
252 
252 

252 
252 
252 
252 
252 

252 

275 
275 
275 
275 
275 

275 
275 
275 
275 
275 

275 

298 
298 
298 
298 
298 

298 
298 
298 
298 
298 

298 

312 
312 
312 
312 
312 

312 
312 
312 
312 
312 

312 

335 
335 
335 
335 
335 

335 
335 
335 
335 
335 

335 

358 
358 
358 
358 
358 

358 
358 
358 
358 
358 

358 

380 
380 
380 
380 
380 

380 
380 
380 
380 
380 

380 

396 
396 
396 
396 
396 

396 
396 
396 
396 
396 

396 

419 
419 
419 
419 
419 

419 
419 
419 
419 
419 

419 

441 
441 
441 
441 
441 

441 
441 
441 
441 
441 

441 

464 
464 
464 
464 
464 

464 
464 
464 
464 
464 

464 
453 
443 
433 
423 

412 
402 
392 
382 
372 

361 
351 
341 
331 
320 

189 
184 
179 

174 
169 
164 
159 
154 

149 
144 
139 
134 
129 

124 
119 
114 
109 
104 

224 
218 
211 

205 
199 
193 

187 
180 

174 
168 
162 
156 
149 

143 
137 
131 
125 

114 

111 
109 
106 
103 
100 

98 
95 
92 

89 

87 

84 
81 
78 
75 
73 

251 
246 
241 
235 

230 
225 
219 
214 
209 

203 

198 
193 

187 
182 

273 
267 
261 
256 

250 
244 
238 
232 
226 

220 
214 
209 
203 
197 

295 
289 
282 
276 

270 

263 
257 
250 
244 

238 
231 
225 
219 
212 

308 
302 
295 

288 

282 
275 
268 
261 
255 

248 
241 
235 
228 
221 

330 
323 
316 
308 

301 

294 

287 
279 
272 

265 
258 
251 
243 
236 

352 
344 
337 
329 

321 
313 
306 

298 
290 

282 
275 
267 
259 
251 

374 
365 
357 
349 

341 
332 
324 
316 
308 

299 
291 
283 
274 
266 

388 
379 
371 
362 

353 
345 
336 
327 
319 

310 
301 
293 

284 
275 

410 
401 
392 
382 

373 

364 
355 
346 
336 

327 

318 
309 
300 
291 

432 
422 
412 
403 

393 
383 
373 
364 
354 

344 
335 
325 
315 
306 

121 

Area,in.2  8.92 

11.  7£ 

14.70!  17.64 

19.42 

21.17 

22.92 

24.01 

491 

4.52 
442 
4.29 

81.7 

25.76 

544 
4.59 
470 
4.27 

27.51 

29.26 

30.45 

4.52 
541 

4.22 

32.20 

33.95;  35.70 

Ii-i.in.4 

134 
3.87 
197 
4.70 

158 
3.66 
241 
4.53 

182 
3.52 
284 
4.39 

207 
3.42 
323 

4.28 

416 
4.63 
369 
4.36 

468 
4.70 
398 
4.33 

520 
4.76 
426 
4.31 

77.6 

597 
4.66 
499 
4.26 

652 
4.72 
527 
4.24 

676 
4.58 
570 
4.21 

732 
4.64 
598 
4.20 

790 
4.70 
627 
4.19 

Weight, 
Lbs.  per 
Foot 

39.3 

49.4 

59.4 

69.4 

65.7 

71.7 

87.6 

93.6 

99.5 

103.6 

109.5 

115.5 

121.4 

Safe  load  values  above  upper  zigzag  line  are  for  ratios  of  1/r  not  over  60,  those  between  the  zigzag 
lines  are  for  ratios  up  to  120  1/r,  and  those  below  lower  zigzag  line  are  for  ratios  not  over  200  1/r. 

258 


COLUMNS 


10  INCH  CHANNEL  COLUMNS—  Continued 
SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 

Allowable  Fiber  Stress  per  square  inch,  13,000 
pounds  for  lengths  of  60  radii  or  under;  reduced  for 
lengths  over  60  radii,  see  specifications,  page  127. 

Weights  do  not  include  rivet  heads  or  other 
details. 

/7\ 

2 

^K 

^> 

- 

2 

I 

j 

2-10  in.  Channels,     2-14  in.  Plates 

30  Ib.  Channels, 
n/lo  in.  Plates 

is 

M 

1 

1| 
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|| 

II 

30  Ib.  Channels, 
1  in.  Plates 

35  Ib.  Channels, 
i5/io  in.  Plates 

Ij 

35  Ib.  Channels, 
l#e  in.  Plates 

is 

§5 

35  Ib.  Channels, 
l«He  in.  Plates 

|| 

11 

13 
14 
15 

16     ! 
17 
18 
19 
20 

21 
22 
23 
24 
25 

26 
27 
28 
29 
30 

31 
32 
33 
34 
35 

480 
480 
480 
480 
480 

480 

480 
480 
480 
480 

502 
502 
502 
502 
502 

502 
502 
502 
502 
502 

525 
525 
525 
525 
525 

525 
525 
525 
525 
525 

548 

548 
548 
548 
548 

548 
548 
548 
548 
548 

571 
571 
571 
571 
571 

571 

571 
571 
571 
571 

593 
593 
593 
593 
593 

593 
593 
593 
593 
593 

609 
609 
609 
609 
609 

609 
609 
609 
609 
609 

632 
632 
632 
632 
632 

632 
632 
632 
632 
632 

654 
654 
654 
654 
654 

654 
654 
654 
654 
654 

677 
677 
677 
677 
677 

677 
677 
677 
677 
677 

700 
700 
700 
700 
700 

700 
700 
700 
700 
700 

723 
723 
723 
723 
723 

723 
723 
723 
723 
723 

477 
467 
456 
446 
435 

424 
414 
403 
392 
382 

371 
360 
350 
339 
328 

500 
488 
477 
466 
455 

444 
432 
421 
410 
399 

388 
377 
365 
354 
343 

522 
510 

499 
487 
475 

464 
452 
440 
429 
417 

405 
394 
382 
370 
359 

544 
532 
520 
508 
495 

483 
471 
459 
446 
434 

422 
410 
398 
385 
373 

567 
554 
541 
529 
516 

503 
490 
478 
465 
452 

440 
427 
414 
401 
389 

589 
575 
562 
549 
536 

522 
509 
496 
483 
469 

456 
443 
430 
416 
403 

602 
588 
575 
561 
547 

533 
520 
506 
492 
479 

465 
451 
437 
424 
410 

624 
610 
596 

582 
568 

553 
539 
525 
511 
496 

482 
468 
454 
440 
425 

647 
632 
617 
603 
588 

573 
559 
544 
529 
514 

500 
485 
470 
455 
441 

669 
654 
639 
624 
608 

593 
578 
563 
547 
532 

517 
502 
487 
471 
456 

691 
675 
660 
644 
628 

612 
596 
581 
565 
549 

533 
517 
502 
486 
470 

714 
697 
681 
665 
648 

632 
616 
599 
583 
567 

550 
534 
518 
502 

485 

lrea,in.-' 

36.89 

38.64 

40.39 

42.14 

43.89 

45.64 

46.83 

48.58 

50.33 

52.08 

53.83 

55.58 

Ii-i.in.*! 
ri-i.in. 
1  2-2,  in-4 

757 
4.53 
637 
4.16 

814 
4.59 
666 
4.15 

873 
4.65 
695 
4.15 

932 
4.70 
723 
4.14 

994 
4.76 
752 
4.14 

1056 
4.81 
780 
4.13 

1018 
4.66 
788 
4.10 

1080 
4.72 
816 
4.10 

1144 
4.77 
845 
4.10 

1209 
4.82 
874 
4.10 

1275 

4.87 
902 
4.09 

1343 
4.92 
931 
4.09 

Weight,  :, 
Lbs.  par  j  125.5 

131.4 

137.4 

143.3 

149.3 

155.2 

159.3 

165.2 

1713 

177.1 

183.1 

189.0 

Safe  load  values  above  heavy  line  are  for  ratios  of  1,'r  not  over  60,  those  below  heavy  line  are 
for  ratios  not  over  120  1/r. 

259 


CARNEGIE    STEEL    COMPANY 


12  INCH  CHANNEL  COLUMNS—  Continued 

»  —  -111 

'  :  —  >, 

.  "tji                 SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 

s^y 

^K^j 

-8 

Allowable  Fiber  Stress  per  square  inch,  13,000 

S3    -1— 

pounds  for  lengths  of  60  radii  or  under;  reduced  for 

_._ 

lengths  over  60  radii,  see  specifications,  page  127. 

-jx 

Weights  do  not  include  rivet  heads   or  other 

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419 

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316 

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419 

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16 

157 

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316 

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362 

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396 

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157 

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229 

268 

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316 

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362 

384 

396 

419 

441 

464 

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18 

15 

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268 

293 

316 

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362 

384 

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441 

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19 

157 

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229 

268 

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316 

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362 

384 

396 

419 

441 

464 

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20 

157 

191 

229 

268 

293 

316 

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362 

384 

396 

419 

441 

464 

487 

21 

157 

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229 

265 

293 

316 

339 

362 

384 

396 

418 

440 

463 

485 

22 

157 

190 

225 

259 

290 

312 

334 

355 

377 

387 

409 

431 

453 

474 

23 

155 

186 

220 

253 

283 

305 

326 

347 

369 

378 

400 

421 

443 

464 

24 

15 

2 

182 

215 

248 

277 

298 

319 

339 

360 

370 

390 

411 

432 

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25 

149 

178 

210 

242 

271 

291 

312 

332 

352 

361 

381 

401 

422 

442 

26 

146 

174 

205 

236 

265 

284 

304 

324 

344 

352 

372 

392 

412 

431 

27 

142 

170 

200 

230 

258 

277 

297 

316 

335 

344 

363 

382 

402 

421 

28 

13 

9 

166 

195 

224 

252 

271 

290 

308 

327 

335 

354 

372 

391 

410 

29 

136 

162 

190 

218 

246 

264 

282 

300 

318 

326 

344 

362 

381 

399 

30 

133 

158 

185 

212 

239 

257 

275 

292 

310 

318 

335 

353 

371 

388 

31 

129 

154 

180 

206 

233 

250 

268 

284 

302 

309 

326 

343 

361 

377 

32 

126 

150 

175 

200 

227 

243 

260 

277 

293 

300 

317 

333 

350 

367 

33 

12 

3 

146 

170 

194 

220 

236 

253 

269 

285 

291 

307 

323 

340 

356 

34 

12 

0 

142 

165 

188 

214 

230 

246 

261 

277 

283 

298 

314 

330 

345 

35 

117 

138 

160 

182 

208 

223 

238 

253 

268 

274 

289 

304 

320 

334 

i.-ea,  in.* 

12.0< 

14.7C 

17.64 

20.58 

22.56 

24.31 

26.06 

27.81 

29.56 

30.45 

32.20 

33.95 

35.70 

37.45 

1  1-1,  in.* 

256 

288 

323 

359 

658 

730 

803 

878 

954 

910 

986 

1063 

1142 

1223 

4.f 

1 

4.43 

4.28 

4.17 

5.40 

5.48 

5.55 

5.62 

5.68 

5.47 

5.53 

5.60 

5.  Go 

5.71 

1  2-2,  in-4 

244 

279 

316 

351 

415 

444 

473 

501 

530 

537 

565 

594 

622 

651 

T2-2,  in. 

4.50 

4.36 

4.23 

4.13 

4.29 

4.27 

4.26 

4.24 

4.23 

4.20 

4.19 

4.18 

4.18 

4.17 

Weight 

Lbs.  per 

50.4 

59.4 

69.4    79.4 

76.7 

82.7 

88.6 

94.6 

100.5 

103.6 

109.5 

115.5 

121.4 

127.4 

Foot 

1 

Safe  load  values  above  zigzag  line  are  for  ratios  of  1/r  not  over  60,  those  below  zigzag  line  are  for 
ratios  not  over  120  1/r. 

260 


COLUMNS 


.  ui'___.                 12  INCH  CHANNEL  COLUMNS—  Continued 

A        i2      A^_ 

|  

~^                SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 

3    -1- 

~t" 

1                      Allowable  Fiber  Stress  per  square  inch,  13,000 
pounds  for  lengths  of  60  radii  or  under;  reduced  for 

1 

lengths  over  60  radii,  see  specifications,  page  127. 

i  [/v. 

X\                   Weights  do  not  include  rivet  heads  or  other 

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521 

543 

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588 

601 

623 

645 

668 

689 

712 

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757 

779 

802 

22 

487 

509 

531 

553 

575 

587 

609 

631 

653 

674 

695 

717 

739 

761 

783 

23 

476 

49 

7 

518 

540 

561 

573 

594 

616 

637 

658 

679 

700 

722 

743 

765 

24 

465 

48 

6 

506 

527 

548 

559 

580 

601 

fi?,9, 

642 

663 

684 

704 

725 

746 

25 

453 

474 

494 

514 

535 

545 

566 

586 

607 

626 

646 

667 

687 

707 

728 

26 

442 

462 

482 

502 

522 

532 

55?, 

571 

591 

610 

630 

650 

670 

689 

709 

27 

431    451 

469 

489 

508 

518 

537 

557 

576 

594 

614 

633 

652 

672 

691 

28 

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457 

476 

495 

504 

523 

542 

561 

578 

597 

616 

635 

654 

672 

29 

409  |  42 

7 

445 

463 

482 

490 

509 

527 

545 

563 

581 

599 

617 

636 

654 

30 

397 

415 

432 

450 

468 

477 

494 

512 

530 

547 

564 

582 

600 

618 

635 

31 

386  404 

420 

438 

455 

463 

480 

497 

515 

531 

548 

565 

583 

600 

617 

32 

375  39 

1 

408  !  425 

442 

449 

466 

483 

499 

515 

532 

548 

565 

582 

599 

33 

364 

380 

396|412 

428 

435 

452 

468 

484 

499 

515 

531 

548 

564 

580 

34 

352 

36 

S 

383 

399 

415 

421 

4:^7 

453 

469 

483 

499 

515 

530 

546 

562 

35 

341 

357 

371 

386 

402 

408 

423 

438 

453 

467 

482 

498 

513 

528 

543 

Irea.ia.-1   38.64 

40.39 

42.14J  43.89 

45.64  46.83  48.58 

50.33 

52.08,53.83 

55.58 

57.33  59.08 

60.83 

62.58 

Ii.ltin.*|i  1174 

1258 

1340 

1424 

1509 

1459 

1544 

1630 

1719 

18(M 

1899 

1992 

2087 

2183 

2280 

n-i.in.      5.52 

BJ 

U 

5.64 

5.70 

5.75 

558 

564 

569 

5.74 

5.85 

5.89 

5.94 

5.99 

6.04 

1  2-2,  in.*      659 

6J 

^ 

717 

745 

774 

779 

808 

837 

865 

BM 

922 

951 

980 

1008 

1037 

ro-o.in.      4.13 

4.13 

4.12 

4.12 

4.12 

4.08 

4.08 

4.08 

4.08 

4.07 

4.07 

4.07 

4.07 

4.07 

4.07 

Weight, 

Lbs!per 

131.4 

137.4 

143.3 

149.3, 

155.2  159.3 

165.2 

171.2 

177.1 

183.1  189.0 

195.0 

2(1(1.9 

206.9 

212.8 

Toot               | 

I 

1 

Safe  load  values  above  heavy  line  are  for  ratios  of  1/r  not  over  60,  those  below  heavy  line  are 

for  ratios  not  over  120  1/r. 

261 


CARNEGIE    STEEL    COMPANY 


•  r 

12  INCH  CHANNEL  COLUMNS—  Continued 
SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 

Allowable  Fiber  Stress  per  square  inch,  13,000 
pounds  for  lengths  of  60  radii  or  under;  reduced  for 
lengths  over  60  radii,  see  specifications,  page  127. 

Weights  do  not  include  rivet  heads  or  other 
details. 

J2         A 

3     J- 

--10  1-'— 

T 

1  1 

h?  t  <P1 

U--16!'-1?- 

Effective  Length  in  Feet 

: 

2-12  in.  Channels,  2-16  in.  Plates 

f| 

K 

o.s 

j| 

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O.d 

f| 

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1 

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8- 

8~ 

i~ 

a- 

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CO  r"1 

CO  ^ 

11 

12 
13 
14 
15 

16 
17 
18 
19 
20 

21 
22 
23 
24 
25 

26 
27 
28 
29 
30 

31 
32 
33 
34 
35 

Area,  in.  2 

619 
619 
619 
619 
619 

619 
619 
619 
619 
619 

619 
619 
619 
619 

645 
645 
645 
645 
645 

645 
645 
645 
645 
645 

645 

645 
645 
645 

671 
671 
671 
671 
671 

671 
671 
671 
671 
671 

671 
671 
671 
671 

697 
697 
697 
697 
697 

697 
697 
697 
697 
697 

697 
697 
697 
697 

723 

723 
723 
723 
723 

723 
723 
723 
723 
723 

723 

723 
723 
723 

749 
749 
749 
749 
749 

749 

749 
749 
749 
749 

749 
749 
749 
749 

762 
762 
762 
762 
762 

762 
762 
762 
762 
762 

762 
762 
762 
762 

788 
788 
788 
788 
788 

788 
788 
788 
788 
788 

788 
788 
788 

814 
814 
814 
814 
814 

814 
814 
814 
814 
814 

814 
814 
814 

840 
840 
840 
840 
840 

840 
840 
840 
840 
840 

840 
840 
840 

787 
772 

756 
741 
726 
711 
696 

681 
665 
650 
635 
620 

813 
797 

781 
766 
750 
734  . 
719 

703 

687 
672 
656 
640 

838 
822 

805 

789 
773 
757 
741 

724 
708 
692 
676 
660 

610 

599 
587 
575 
563 
552 

540 
528 
516 
504 
493 

635 

623 
611 
599 
586 
574 

562 
549 
537 
525 
512 

660 

648 
635 
622 
609 
596 

583 
571 
558 
545 
532 

686 

673 
659 
646 
633 
619 

606 
593 
579 
566 
553 

711 

697 

683 
669 
655 
642 

628 
614 
600 
586 
572 

736 

721 
707 
693 
678 
664 

649 
635 
621 
606 
592 

747 

732 

718 
703 
688 
674 

659 
644 
630 
615 
600 

47.64 

49.64 

51.64 

53.64 

55.64 

57.64 

58.58 

60.58 

62.58 

64.58 

Ii-i,  in* 
n-i,  in. 

r2-2,'in. 

1581 
5.76 
1121 

4.85 

1678 
5.81 
1164 
4.84 

1777 
5.87 
1206 
4.83 

1878 
5.92 
1249 
4.83 

1980 
5.97 
1292 
4.82 

2084 
6.01 
1334 
4.81 

2015 
5.87 
1349 
4.80 

2119 
5.91 
1392 
4.79 

2225 
5.96 
1434 
4.79 

2333 
6.01 
1477 
4.78 

Weight, 
Lbs.  per 
Foot 

162.0 

168.8 

175.6 

182.4 

189.2 

196.0 

199.2 

206.0 

212.8 

219.6 

Safe  load  values  above  zigzag  line  are  for  ratios  of  1/r  not  over  60,  those  below  zigzag  line  are  for 
ratios  not  over  120  1/r. 

262 


COLUMNS 


+...&^.—+           12INCH  CHANNEL  COLUMNS—  Continued 

f-  \JL 

i-*rp 
fy              SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 

a    '- 

If 

L 

Allowable  Fiber  Stress  per  square  inch,  13,000 
pounds  for  lengths  of  60  radii  or  under;  reduced  for 
lengths  over  60  radii,  see  specifications,  page  127. 

Weights  do  not  include  rivet  heads  or  other 
details. 

ifbra 

Effective  I.enRth  in  1  Yd 

2-12  in.  Channels,     2-16  in.  Plates 

35  Ib.  Channels, 
l"/io  in.  Plates 

35  Ib.  Channels, 
1H  in.  Plates 

11 

O  d 

ua  9 

35  Ib.  Channels, 
l$i  in.  Plates 

35  Ib.  Channels, 
litto  in.  Plates 

35  Ib.  Channels, 
1%  in.  Plates 

35  Ib.  Channels, 
li»/i«  in.  Plates 

35  Ib.  Channels, 
IK  in.  Plates 

35  Ib.  Channels, 
lir>lo  in.  Plates 

35  Ib.  Channels, 
2  in.  Plates 

11           866 
12          866 
13          866 
14          866 
15      1     866 

892 
892 
892 
892 
892 

918 
918 
918 
918 
918 

944 
944 
944 
944 
944 

970 
970 
970 
970 
970 

996 
996 
996 
996 
996 

1022 
1022 
1022 
1022 
1022 

1048 
1048 
1048 
1048 
1048 

1074 
1074 
1074 
1074 
1074 

1100 
1100 
1100 
1100 
liOO 

16 
17 
18 
19 
20 

866 
866 
866 
866 
866 

892 
892 
892 
892 
892 

918 
918 
918 
918 
918 

944 
944 
944 
944 
944 

970 
970 
970 
970 
970 

996 
996 
996 
996 
996 

1022 
1022 
1022 
1022 
1022 

1048 
1048 
1048 
1048 
1048 

1074 
1074 
1074 
1074 
1074 

1100 
1100 
1100 
1100 
1100 

21 
22 
23 
24 
25 

866 
866 
866 

892 
892 
892 

918 
918 

918 

944 
944 
944 

970 

970 
970 

996 
996 
996 

1022 
1022 
1022 

1048 
1048 
1048 

1074 
1074 
1074 

1100 
1100 
1100 

864 
847 

889 
872 

915 
897 

940 
922 

966 
947 

992 
972 

1017 
997 

1042 
1022 

1068 
1047 

1093 
1072 

26 
27 
28 
29 
30 

830 

814 
797 
780 
764 

854 
837 
820 
803 

785 

879 
862 
844 
826 
808 

903 
885 
867 
848 
830 

928 
909 
891 
872 
853 

953 
934 
914 
895 
876 

977 
957 
937 
917 
897 

1002 
981 
961 
941 
920 

1027 
1006 
985 
964 
943 

1050 
1029 
1007 
986 
965 

31 
32 
33 
34 
35 

747 
730 
713 
697 
680 

768 
751 
734 
716 
699 

791 
773 
755 
737 
720 

812 
794 
775 
757 
739 

834 
815 
797 
778 
759 

857 
837 
818 
799 
779 

878 
858 
838 
818 
798 

900 
880 
859 
839 
819 

922 
901 
881 
860 
839 

943 

922 
900 
879 
858 

irea,in.2     66.58 

68.58 

70.58 

72.58 

74.58 

76.58 

78.58 

80.58 

82.58 

84.58 

I  i-i.in.* 
T->->,  in. 

2443 
6.06 
1520 
4.78 

2555 
6.10 
1562 
4.77 

2668 
6.15 
1605 
4.77 

2783 
6.19 
1648 
4.76 

2901 
6.24 
1690 
4.76 

3020 
6.28 
1733 
4.76 

3141 
6.32 
1776 
4.75 

3264 
6.36 
1818 
4.75 

3389 
6.41 
1861 
4.75 

3516 
6.45 
1904 
4.74 

Weight, 
Lbs.  per 
Foot 

226.4 

233.2 

240.0 

246.8 

253.6 

260.4 

267.2 

274.0 

280.8 

287.8 

Safe  load  values  above  heavy  line  are  for  ratios  of  1/r  not  over  60,  those  below  heavy  line  are  for 
ratios  not  over  120  1/r. 

263 


CARNEGIE    STEEL    COMPANY 


*-l2%'-'--                 15  INCH  CHANNEL  COLUMNS—  Continued 

A         j2       ^  _ 

(&                 SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 

8     -—  - 

—  QT-  — 

f 

r 

Allowable  Fiber  Stress  per  square  inch,   13,000 
pounds  for  lengths  of  60  radii  or  under;  reduced  for 
lengths  over  60  radii,  see  specifications,  page  127. 

Weights   do  not  include  rivet  heads  or  other 
details. 

E±^I 

Effective  Length  in  Feet 

2-15  in.  Channels 
Latticed 

2-15  in.  Channels,    2-16  in.  Plates 

II 

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COCO 
CO 

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CO 

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528 
528 
528 
528 
528 

fl 

rj=i  . 

554 

554 
554 
554 
554 

S 

•is 

a  •% 
0  j2 

if 

606 
606 
606 
606 
606 

S 

632 
632 
632 
632 
632 

11 
12 
13 
14 
15 

257 
257 
257 
257 
257 

268 

268 
268 
268 
268 

306 
306 
306 
306 
306 

344 
344 
344 
344 
344 

413 
413 
413 
413 
413 

439 

439 
439 
439 
439 

465 
465 
465 
465 
465 

491 
491 
491 
491 
491 

517 
517 
517 
517 
517 

580 

580 
580 
580 
580 

16 
17 
18 
19 
20 

257 
257 
257 
257 
257 

268 
268 
268 
268 
268 

306 
306 
306 
306 
306 

344 
344 
344 
344 
344 

413 
413 
413 
413 
413 

439 
439 
439 
439 
439 

465 
465 
465 
465 
465 

491 
491 
491 
491 
491 

517 

517 
517 
517 
517 

528 
528 
528 
528 

528 

554 
554 
554 
554 
554 

580 
580 
580 
580 
580 

606 
606 
606 
606 
606 

632 

632 
632 
632 
632 

21 
22 
23 
24 
25 

257 
257 
257 
257 

268 
268 
268 

268 

306 
306 
306 
306 

344 
344 
344 

413 
413 
413 
413 

439 
439 
439 
439 

465 
465 
465 
465 

491 
491 
491 
491 

517 
517 
517 
517 

528 
528 
528 

554 

554 
554 

580 
580 
580 

606 
606 
606 

632 
632 
632 

343 
336 

527 

517 

552 
542 

578 
567 

604 
592 

629 
617 

257 

266 

301 

407 

432 

457 

482 

507 

26 
27 
28 
29 
30 

252 

247 
243 
238 
233 

261 
256 
251 
246 
241 

295 
289 
284 
278 
272 

329 
322 
316 
309 
302 

400 
392 
384 
376 
368 

424 
415 
407 
399 
390 

448 
440 
431 
422 
413 

473 

464 
454 
445 
435 

498 
488 
478 
468 
458 

507 
497 
486 
476 
466 

531 
520 
510 
499 

488 

555 
544 
533 
522 
511 

580 
569 
557 
545 
533 

605 

592 
580 
568 
556 

31 
32 
33 
34 
35 

228 
224 
219 
214 
209 

236 
231 
226 
221 
216 

266 
260 
254 
249 
243 

296 
289 
282 
276 
269 

360 
352 
345 
337 
329 

382 
373 
365 
357 
348 

404 
395 
386 
377 
368 

426 
416 
407 
398 

388 

448 
438 
428 
418 
408 

456 
446 
436 
425 
415 

478 
467 
456 
446 
435 

499 

488 
477 
466 
454 

522 
510 

498 
487 
475 

543 
531 
519 
507 
494 

Area,  in.  2 

19.80 

20.58 

23.52 

26.48 

31.80 

33.80 

35.80 

37.80 

39.80  40.58 

42.58 

44.58 

46.58 

2267 
6.98 
1058 
4.77 

48.58 

n-i,'  in. 
I2-2,  in.* 
ro-2,  in. 

625 
5.62 
491- 
4.98 

640 

5.58 
504 
4.95 

695 
5.43 
552 

4.84 

750 
5.32 
597 
4.75 

1334 
6.48 
747 
4.85 

1459 
6.57 
789 
4.83 

1586 
6.66 
832 

4.82 

120.4 

1715 

6.74 
875 
4.81 

1847 
6.81 
917 
4.80 

1861 
6.77 
930 
4.79 

1994 
6.84 
973 

4.78 

2129 
6.91 
1016 
4.77 

2406 
7.04 
1101 
4.76 

Weight, 
Lbs.  per 
Foot 

80.2 

84.2 

92.1 

102.2 

106.8 

113.6 

127.2 

134.0 

138.0 

144.8 

151.6 

158.4 

165.2 

Safe  load  values  above  zigzag  line  are  for  ratios  of  1/r  not  over  60,  those  below  zigzag  line  are  for 
ratios  not  over  120  1/r. 

264 


COLUMNS 


^12^'—-*,             15  INCH  CHANNEL  COLUMNS—  Continued 

^  12        ^ 

f's; 

Atr                SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 

i  i 

i 

—  9l'—  -  \ 
t                              Allowable  Fiber  Stress  per  square  inch,  13,000 
pounds  for  lengths  of  60  radii  or  under;  reduced  for 
lengths  over  60  radii,  see  specifications,  page  127. 

i-4^ 

T\                  Weights  do  not  include  rivet  heads  or  other 

—  £  o~!          details. 

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930 

956 

25 

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651 

677 

701 

727 

752 

761 

786 

811 

836 

861 

886 

912 

937 

26 

614 

638 

663 

687 

712 

737 

746 

770 

794 

819 

844 

868 

893 

918 

27 

602 

625    649 

673 

697 

721 

730 

754 

778 

802 

826 

850 

874 

898 

28 

589 

612 

636 

659 

683 

706 

715 

738 

761 

785 

808 

832 

856 

879 

29 

577 

599 

622 

645 

668 

691 

699 

722 

745 

768 

791 

814 

837 

860 

30 

564 

586 

609 

631 

653 

676 

684 

705 

728 

751 

773 

796 

818 

841 

31 

551 

573 

595 

616 

639 

661 

668 

689 

711 

734 

756 

778 

800 

822 

32 

539 

560 

581 

602 

624    646  i  653 

673 

695 

716 

738 

760 

781 

803 

33 

526 

547 

568 

588 

609    630  ,  637 

657 

678 

699 

720 

741 

763 

784 

34 

514 

534 

554 

574 

595 

615 

622 

641 

662 

682 

703 

723 

744 

764 

35 

501 

520 

541 

560 

580 

600 

606 

625 

645 

665 

685 

705 

725 

745 

Area,  In2 

49.52 

51.52J  53.52  55.52J  57.52 

59.52  60.48 

62.48 

64.48 

66.48!  68.48 

70.48 

72.48 

74.48 

Ii-i.in.4 

2322 

2461 

2602    2746   2891 

3039 

2946 

3094 

3244 

3396   3550 

3707 

3865 

4026 

ri-i.in. 

6.85 

6.91 

6.97 

7.03 

7.09 

7.15 

6.98 

7.04 

7.09 

7.15    7.20 

7.25 

7.30 

7.35 

1  2-2,  in.* 

1106 

1149 

1192 

1234 

1277 

1320 

1322 

1365 

1408 

1450    1493 

1536 

1578 

1621 

ra-o.in. 

4.73 

4.72 

4.72    4.71 

4.71 

4.71 

4.^ 

4.67 

4.67 

4.67    4.67 

4.67 

4.67 

4.67 

Weight, 

Lbsper 
Foot 

188.4 

175.2 

182.0  188.8 

195.6 

202.4 

205.6 

212.4 

219.2 

226.0  232.8 

239.6 

246.4 

253.2 

Safe  load  values  above  heavy  line  are  for  ratios  of  1/r  not  over  60,  those  below  heavy  line  are 

for  ratios  not  over  120  1/r. 

265 


CARNEGIE    STEEL    COMPANY 


15  INCH  CHANNEL  COLUMNS—  Continued 

rf-14%;  *| 

-ll| 

-gr                           SAFE    IjOADS    1JN     IHOUttAJNDS    OF    JTOUJNDS 

,                       Allowable  Fiber  Stress  per  square  inch,  13,000 

"IB       1_ 

pounds  for  lengths  of  60  radii  or  under;  reduced  for 

lengths  over  60  radii,  see  specifications,  page  127. 

/v. 

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491(520 

549 

558 

586 

615 

643 

671 

680 

708 

736 

764 

793 

821 

29 

428 

456 

484 

512 

539 

549 

577 

605 

632 

660 

668 

696 

723 

751 

779 

807 

30 

421 

449 

476 

503 

530 

540 

567 

594 

621 

649 

657 

684 

711 

738 

766 

793 

31 

414 

441 

468 

494 

521 

530 

557 

584 

610 

637 

645 

672 

698 

725 

752 

779 

32 

407 

433 

459 

486 

512 

521 

547 

574 

599 

626 

634 

660 

685 

712 

738 

764 

33 

400 

426 

451 

477 

503 

512 

537 

563 

589 

615 

622 

648 

673 

698 

725 

750 

34 

393 

418 

443 

469 

494 

502 

527 

553 

578 

603 

610 

636 

660 

685 

711 

736 

35 

386 

411 

435 

460 

485 

493 

518 

543 

567 

592 

599 

624 

648 

672 

698 

722 

Area,  in.2 

33.3035.55 

37.80 

40.05 

42.30 

43.08 

45.33 

47.58 

49.83 

52.08 

52.77 

55.02 

57.27 

59.52 

61.77 

64.02 

Ii-i,  in-4 

1423 

1564 

1707 

1852 

1999 

2014 

2164 

2316 

2470 

2627 

2525 

2682 

2841 

3002 

3166 

3332 

n-i,  in 

6.54 

6.63 

6.72 

6.80 

6.87 

6.84 

6.91 

6.98 

7.04 

7.10 

6.92 

6.98 

7.04 

7.10 

7.16 

7.21 

I2-2,  in  .4 

1069 

1130 

1190 

1251 

1312 

1332 

1393 

1453 

1514 

1575 

1589 

1649 

1710 

1771 

1832 

1892 

T2-2,  in. 

5.67 

5.64 

5.61 

5.59 

5.57 

5.56 

5.54 

5.53 

5.51 

5.50 

5.49 

5.48 

5.46 

5.45 

5.45 

5.44 

Weight, 

Lbs.per 

111.9 

119.6 

127.2 

134.9 

142.5 

146.5 

154.2 

161.8 

169.5 

177.1 

179.5 

187.1 

194.8 

202.4 

210.1 

217.7 

Foot 

Safe  load  values  above  zigzag  line  are  for  ratios  of  1/r  not  over  60,  those  below  zigzag  line  are  for 
ratios  not  over  120  1/r. 

266 


COLUMNS 


r~14^-  », 
/•s            2        f\ 

15  INCH  CHANNEL  COLUMNS—  Continued 
SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 

Allowable  Fiber  Stress  per  square  inch,  13,000 
pounds  for  lengths  of  60  radii  or  under;  reduced  for 
lengths  over  60  radii,  see  specifications,  page  127. 

Weights  do  not  include  rivet  heads  or  other 
details. 

r  n 

IS      -- 

1 

-Ill'—  \ 

IE 

i  v 

Effective  Length  in  Feet 

2-15  in.  Channels,    2-18  in.  Plates 

45  Ib.  Channels, 
I'/io  in.  Plata 

b.  Channels, 
/s  in.  Plates 

a3 

1.1 

K 

11 

II 

J! 

11 

JS 

Q  a 

11 

«s 

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S3 

—~g 

<K 

•§8 

"     ~ 

45  Ib.  Channels, 
2  in.  Plates 

sr 

3~ 

%- 

i- 

5- 

3~ 

1/5  l-« 

JS- 

US*"1 

^^ 

11 
12 
13 
14 
15 

16 
17 
18 
19 
20 

21 
22 
23 
24 
25 

26 
27 
28 
29 
30 

31 
32 
33 
34 
35 

841 
841 
841 
841 
841 

841 
841 
841 
841 
841 

841 
841 
841 
841 
841 

841 

841 

871 
871 
871 
871 
871 

871 
871 
871 
871 
871 

871 
871 

871 
871 
871 

871 
871 

900 
900 
900 
900 
900 

900 
900 
900 
900 
900 

900 
900 
900 
900 
900 

900 
900 

929 

929 
929 
929 
929 

929 
929 
929 
929 
929 

929 
929 
929 
929 
929 

929 
929 

958 
958 
958 
958 
958 

958 

958 
958 
958 
958 

958 
958 
958 
958 
958 

958 

958 

988 
988 
988 
988 
988 

988 
988 
988 
988 
988 

988 

988 
988 
988 
988 

988 

1017 
1017 
1017 
1017 
1017 

1017 
1017 
1017 
1017 
1017 

1017 
1017 
1017 
1017 
1017 

1017 

1046 
1046 
1046 
1046 
1046 

1046 
1046 
1046 
1046 
1046 

1046 
1046 
1046 
1046 
1046 

1046 

1075 
1075 
1075 
1075 
1075 

1075 
1075 
1075 
1075 
1075 

1075 
1075 
1075 
1075 
1075 

1075, 

1105 
1105 
1105 
1105 
1105 

1105 
1105 
1105 
1105 
1105 

1105 
1105 
1105 
1105 
1105 

1105 

1134 
1134 
1134 
1134 
1134 

1134 
1134 
1134 
1134 
1134 

1134 
1134 
1134 
1134 
1134 

1134 

1163 
1163 
1163 
1163 
1163 

1163 
1163 
1163 
1163 
1163 

1163 
1163 
1163 
1163 
1163 

1163 

1222 
1222 
1222 
1222 
1222 

1222 
1222 
1222 
1222 
1222 

1222 
1222 
1222 
1222 
1222 

1222 

1280 
1280 
1280 
1280 
1280 

1280 
1280 
1280 
1280 
1280 

1280 
1280 
1280 
1280 
1280 

1280 

987 
970 
953 
936 

919 

902 
885 
868 
852 

1015 
998 
980 
963 

945 
928 
911 
893 
876 

1044 
1026 
1009 
991 

973 
955 
937 
919 
901 

1073 
1054 
1036 
1017 

999 
980 
962 
943 
925 

1102 
1083 
1064 
1045 

1026 
1007 
988 
969 
950 

1131 
1112 
1092 
1073 

1053 
1034 
1014 
995 
975 

1159 
1139 
1119 
1099 

1079 
1059 
1039 
1019 
999 

1216 

1275 
1253 
1231 
1208 

1186 
1164 
1142 
1120 
1098 

829 
814 
800 

786 
771 
757 
743 

728 

857 
843 
828 

813 
798 
783 
768 
754 

885 
870 

S55 

839 

824 
809 
793 
778 

913 
897 
882 

866 
850 
834 
818 
802 

942 
926 
909 

893 
877 
860 
844 

827 

1195 
1174 
1153 

1132 
1111 
1090 
1069 
1048 

Area,  in.^    64.73 

66.98  69.23!  71.48 

73.73.  75.9S 

78.23 

80.48 

82.73 

84.98 

87.23 

89.48 

93.98 

98.48 

Ii-i,in.*     3221 
n-i,in.      7.05 
I2-2lin.-*     1903 
r2-2,in.       5.42 

3387  3556  3727 
7.11    7.17|    7.22 
1964   2025    2086 
5.42    5.4l|    5.4C 

3900  4076 
7.27    7.32 
2146  2207 
5.40    5.39 

4255 
7.37 
226* 

4436 
7.42 
2329 
5.38 

4619 
7.47 
2389 
5.37 

4805 
7.52 
2450 
5.37 

4994 
7.57 
2511 
5.37 

5185 
7.61 
2572 
5.36 

5575 
7.70 
2693 
5.35 

5976 
7.79 
2815 
5.35 

Weight,  i; 
Lbs.  per    220.1 
Foot 

227.7  235.4 

243.0 

250.0  258.3 

266.0 

273.6 

281.3 

288.9 

296.6 

304.2 

319.5 

334.8 

Safe  load  values  above  zigzag  line  are  for  ratios  of  1/r  not  over  60,  those  below  zigzag  line  are  for 
ratios  not  over  120  1/r. 

267 


CARNEGIE    STEEL    COMPANY 


A            2        ^ 

15  INCH  CHANNEL  COLUMNS—  Concluded 
SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 

Allowable  Fiber  Stress  per  square  inch,  13,000 
pounds  for  lengths  of  60  radii  or  under;  reduced  for 
lengths  over  60  radii,  see  specifications,  page  127. 

Weights  do  not  include  rivet  heads  or  other 
details. 

'a   '-- 

-4 

h 

11 

Effective  Length  in  Feet 

2-15  in.  Channels 

2-15  in.  45  Ib.  Channels 

35  Ib. 

45  Ib. 

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1340 

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1612 
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1612 
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1612 
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1612 
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1677 
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1742 

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1742 
1742 
1742 
1742 
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1742 
1742 
1742 
1742 
1742 

1742 
1742 
1742 
1742 

1807 
1807 
1807 
1807 
1807 

1807 
1807 
1807 
1807 
1807 

1807 
1807 
1807 
1807 
1807 

1807 
1807 
1807 
1807 

1872 
1872 
1872 
1872 
1872 

1872 
1872 
1872 
1872 
1872 

1872 
1872 
1872 

1872 
1872 

1872 

1872 
1872 
1872 

1937 
1937 
1937 
1937 
1937 

1937 
1937 
1937 
1937 
1937 

1937 
1937 
1937 
1937 
1937 

1937 
1937 
1937 
1937 

2002 
2002 
2002 
2002 
2002 

2002 
2002 
2002 
2002 
2002 

2002 
2002 
2002 
2002 
2002 

2002 
2002 
2002 
2002 

2067 
2067 
2067 
2067 
2067 

2067 
2067 
2067 
2067 
2067 

2067 
2067 
2067 
2067 
2067 

2067 
2067 
2067 
2067 

2132 
2132 
2132 
2132 
2132 

2132 
2132 
2132 
2132 
2132 

2132 
2132 
2132 
2132 
2132 

2132 
2132 
2132 
2132 

1331 
1307 
1284 
1261 

1238 
1214 
1191 
1168 
1145 

1394 
1369 
1344 
1320 

1295 
1270 
1246 
1221 
1197 

1465 
1439 
1413 
1387 

1361 
1335 
1309 
1283 
1257 

1543 

1519 
1495 
1471 
1447 
1424 

1607 

1582 
1557 
1532 
1507 
1482 

1670 

1644 
1618 
1592 
1566 
1540 

1735 

1708 
1681 
1654 
1627 
1600 

1798 

1770 
1742 
1714 
1686 
1658 

1863 

1834 
1805 
1776 
1747 
1718 

1926 

1896 
1866 
1836 
1806 
1775 

1991 

1960 
1929 
1897 
1866 
1835 

2054 

2022 
1989 
1957 
1925 
1893 

2118 

2085 
2052 
2019 
1985 
1952 

Area,in.2  103.08 

108.33 

114.23 

118.98 

123.98 

128.98 

133.98 

138.98 

143.98 

148.98 

153.98 

158.98 

103.1)8 

10846 
8.13 
5740 
5.92 

Ii-i.in-4 
1  2-2,  in.4 

6037 
7.65 
2919 
5.32 

6123 
7.52 
3021 
5.28 

6233 
7.39 
3148 
5.25 

6397 
7.33 
4240 
5.97 

6843 
7.43 
4407 
5.96 

7300 
7.52 
4573 
5.95 

7769 
7.61 
4740 
5.95 

8251 
7.70 
4907 
5.94 

8744 
7.79 
5073 
5.94 

9251 

7.88 
5240 
5.93 

9770 
7.97 
5407 
5.93 

10301 
8.05 
5573 
5.92 

Weight, 
Lbs.  per 
Foot 

350.5 

368.4 

388.4 

404.5 

421.5 

438.5 

455.5 

472.5 

489.5 

506.5 

523.5 

540.5 

557.5 

Safe  load  values  above  zigzag  line  are  for  ratios  of  1/r  not  over  60,  those  below  zigzag  line  are 
for  ratios  not  over  120  1/r. 

268 


COLUMNS 


j2 

PLATE  AND  ANGLE  COLUMNS 
SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 

Allowable  Fiber  Stress  per  square  inch,  13,000 
pounds  for  lengths  of  60  radii  or  under;  reduced  for 
lengths  over  60  radii,  see  specifications,  page  127. 

Weights  do  not  include  rivet  heads  or  other 
details. 

*lf 

\2 

Effective  Length  in  Feet 

Web  Plate  6  x  Vi 

Web  Plate  8  x  % 

Web  Plate  Sxs/io 

Web  Plate  8x% 

* 

* 

* 

S 

£ 

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9 
10 

11 
12 
13 
14 
15 

16 
17 
18 
19 
20 

21 
22 
23 
24 
25 

26 
27 
28 
29 
30 

69 
63 
56 
49 
43 

81 

88 

94 
86 
79 

72 
65 

57 

110 

101 

119 
119 

125 
125 

142 
142 

141 

141 
141 

161 
161 
161 

168 
168 
168 

188 
188 

188 

208 
208 
208 

78 
72 
66 
60 

54 

49 

82 
76 
69 
63 

56 

50 

103 
95 

87 
78 

70 

62 

101 

96 
89 
83 

76 
70 
63 
57 

115 
107 
100 

92 
85 

78 
70 

120 
112 
104 

96 

89 
81 
73 

138 
130 
121 

112 
104 
95 
86 

77 

136 
128 

121 
113 
105 
97 
89 

81 

158 
149 

140 
131 
123 
114 
105 

97 

88 

163 
154 

145 
136 
127 
118 
109 

100 
90 

185 
175 

165 
155 
145 
135 
124 

114 
104 

206 
196 

185 
174 
163 
152 
141 

130 
120 

38 
35 
32 
28 
25 

22 

18 

50 
47 
43 
39 

36 
32 

28 
25 

43 
40 
37 

34 
32 
29 
26 
23 

20 

45 
42 
39 

35 
32 
29 
26 
22 

56 
52 

48 

44 
40 
36 
32 

28 

52 

49 
46 
43 
39 
36 

33 
30 
27 
23 

63 

60 
56 
52 
49 
45 

41 
38 
34 
30 

66 

62 

58 
54 
50 
47 

43 
39 
35 
31 

73 
68 
64 
60 
55 

51 

47 
42 
38 
34 

75 
71 
67 
63 

59 
55 
51 

48 
44 

40 
36 

83 
79 
74 

70 
66 
61 
57 
53 

48 
44 
39 

86 
81 

77 

72 
68 
63 
59 
54 

49 
45 
40 

98 
93 
88 

83 

78 
73 
68 
63 

58 
53 

48 

110 
105 
100 

94 
89 
83 
78 
72 

67 
62 
56 
51 

irea,  in.2 

5.74 

6.26 

6.74 

7.24 

8.48 

7.76 

9.12 

9.62 

10.94 

10.86 

12.42 

12.92 

14.48 

16.00 

178 
3.33 
50.2 
1.77 

54.6 

1  1-1,  in.* 
ri-i,  in. 
I  -2-2,  in.* 
1-2-2,  in. 

height, 
Lbs.  per 
Foot 

343 
2.45 
6.2 
1.04 

19.6 

391 
2.50 
10.3 
1.28 

21.5 

42.6 
2.51 
10.3 
1.24 

23.1 

81.2 
3.35 
10.3 
1.19 

24.8 

96.9 
3.38 
12.9 
1.23 

29.2 

90.1 
3.41 
16.0 
1.44 

26.4 

107 
3.43 
20.2 
1.49 

31.2 

110 
3.38 
20.7 
1.47 

32.9 

127 
3.40 
24.9 
1.51 

122 
3.35 
30.3 
1.67 

141 
3.36 
36.3 
1.71 

42.5 

143 
3.33 
37.2 
1.70 

44.2 

161 
3.34 
43.5 
1.73 

49.4 

37.3 

37.3 

Safe  load  values  above  and  to  right  of  upper  zigzag  line  are  for  ratios  of  1/r  not  over  60,  those 
between  the  zigzag  lines  are  for  ratios  up  to  120  1/r,  and  those  below  lower  zigzag  line  are  for  ratios  not 
over  200  1/r. 

269 


CARNEGIE    STEEL    COMPANY 


PLATE  AND  ANGLE  COLUMNS—  Continued 

i2 

SAFE  LOADS  IN  THOUSANDS  OF 

POUNDS 

*T^ 

IF 

-fi     i 

1                               Allowable  Fiber  Stress  per  square  inch,   13,000 

1!    -4 

pounds  for  lengths  of  60  radii  or  under;  reduced  for 
"X                       lengths  over  60  radii,  see  specifications,  page  127. 

;  r  .  [fj  _  »                       Weights  do   not   include  rivet   heads  or   other 

\2                         details. 

1 

Web  Plate 

Web  Plate 
10  x  He 

Web  Plate  10  x  ^ 

I    Web  Plate 

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63 

74 

103  118  150 

172 

195 

203 

226 

249 

258 

24 

30 

47 

57 

58 

68 

98113141 

163 

185 

192 

214 

236 

245 

25 

43 

52 

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154  175 

181 

203 

223 

232 

26 

27 
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200 

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125  141    147 

164  179;    187 

Area,  in.-' 

7.741  8.26  9.62  10.25)  11.49|  13.05  13.67J  15.23[  15.95 

17.87 

18.19 

20.4?!  22.75 

24.00 

26.2428.44;    29.69 

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134   148   1761    181 

201 

232     237 

267    279 

315 

319 

361 

401 

412     451 

489  i'     500 

r  1-1,  in. 

4.16  4.23  4.28 

420 

418 

4.22     4.17 

4.19    4.18 

420 

419 

4,20 

420 

4.14 

4.15 

4.15  |j     4.10 

10.3  IS.  01  20.2  120.7 

303 

36.3    37.2 

435 

706 

823 

119 

139 

160 

165 

186 

206        213 

r2-2,in. 

1.15  1.S9J  1.451  1.42 

1.62 

1.67  i   1.65 

1.69 

2.10 

2.15 

2.56 

2.61    2.65    2.62 

2.66 

2.69       2.68 

Weight, 

1       II 

! 

j 

Lbs.  per 
Foot 

26.5  28.1  32.9:  35.0 

39.4   44.6    46.8 

52.0 

54.4 

60.8 

62.0 

70.0    77.6    81.8 

89.4 

97.0      101.3 

Safe  load  values  above  and  to  right  of  upper  zigzag  line  are  for  ratios  of  1/r 

not  over  60,  those 

between  the  zigzag  lines  are  for  ratios  up  to  120  1/r,  and  those  below  lower  zigzag  line  are  for  ratios 

not  over  200  1/r. 

270 


COLUMNS 


PLATE  AND  ANGLE  COLUMNS—  Continued 

i2 

*  :  '  —  i!5  —  '                 SAFE  LOADS  IN 

THOUSANDS  OF  POUNDS 

-f          i_J  f  1                            AUowable  Fiber 

Stress  t>er 

sauare 

inch,  13,000 

•s 

pounds  for  lengths  of  60 

radii  or  under 

reduced  for 

jg:         _/£LU>-                   lengths  over  60  radii,  see  specifications, 

page  127. 

—  >                      Weights  do 

not 

include  rivet 

heads  or  other 

1                      details. 

1 

Web  Plate 

Web  PI. 

Web  Plate  12  x% 

Web  Plate 

12  xH 

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8.7610.12'll.36  12.11  13.67  14.4216.70  18.62'20.50|21.22'23.50;  25.0027.24^.4431.6033.76  35.26 

36.76 

1  1-1,  in.* 

222 

264   295  i  304   350    359 

421 

476 

526 

544 

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794 

849 

867 

885 

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5  "4 

5.11  5.09  !  5.01  5.06 

499 

502 

505 

507 

506 

507 

499 

501 

502 

5.01 

5.01 

4.96 

4.91 

16.( 

20.2 

29.6  30.3  36.3 

37.3 

70.6 

823 

94.6 

139 

160 

165 

186 

206 

228 

249 

257 

266 

r2-2,  in- 

1.35 

1.41 

1.611  1.58j  1.63    1.61 

2.06 

2.10 

2.15 

2.56 

2.61 

257 

2.61 

2.65 

2.69 

2.72 

2.70 

2.69 

Foot1 

29.8 

34.6 

39.0    41.61  46.8 

49.3 

56.9 

63.3 

69.7 

72.5 

80.1 

85.2 

92.8 

100.4 

107.6 

114.8 

119.9 

125.0 

Safe  load  values  above  and  to  right  of  upper  zigzag  line  are  for  ratios  of  1/r  not  over  60,  those 
between  zigzag  lines  are  for  ratios  up  to  120  1/r,  and  those  below  lower  zigzag  line  are  for  ratios  not 

over  200  1/r. 

271 


CARNEGIE    STEEL    COMPANY 


lit 

PLATE  AND  ANGLE  COLUMNS—  Continued 

SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 

Allowable  Fiber  Stress  per  square  inch,  13,000 
pounds  for  lengths  of  60  radii  or  under;  reduced  for 
lengths  over  60  radii,  see  specifications,  page  127. 

Weights  do  not   include   rivet   heads   or  other 
details. 

;2 

a 

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Web  Plate  12  x  K 

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630 
630 
630 
630 

630 

675 
675 
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675 
675 

675 

721 

721 
721 
721 
721 

721 

766 
766 
766 
766 
766 

766 

379 
368 
357 
346 
334 

323 

312 
301 

289 

278 

267 
256 
244 
233 
222 

211 

506 
491 
476 
461 
447 

432 
417 
403 
388 
373 

358 
344 
329 
314 
299 

285 

419 
407 
395 
383 

370 
358 
346 
334 
322 

310 

297 
285 
273 
261 

249 
237 

447 
434 
421 
407 

394 
381 
368 
355 
342 

329 
316 
303 
290 

277 

264 
250 

475 
461 
447 
433 

419 
405 
391 
377 
363 

349 
335 
321 
307 
293 

279 
265 

542 
526 
510 
495 

479 
463 
448 
432 
416 

401 
385 
369 
354 
338 

323 

307 

569 
553 
536 
520 

503 
487 
470 
454 
437 

421 
404 
388 
371 
354 

338 

321 

596 
579 
562 
544 

527 
509 
492 
475 
457 

440 

422 
405 
388 
370 

353 

336 

613 
594 
576 
558 

540 
522 
504 

486 
468 

450 
431 
413 
395 
377 

359 
341 

663 
644 
625 
606 

587 
568 
548 
529 
510 

491 

472 
453 
434 
415 

396 
377 

714 
694 
674 
654 

634 
614 
594 
574 
554 

534 
514 
494 
474 
454 

434 
414 
394 

763 
742 
721 
700 

679 
658 
637 
616 
595 

574 
553 
532 
511 
490 

469 

448 
427 

203 
197 
191 
186 

272 
264 
257 
249 

228 
221 
215 

242 
235 
229 

257 
250 
243 

294 
287 
279 

309 
301 
293 

323 
315 
306 

331 
322 
313 

361 
351 
342 

381 
371 

409 
399 

Area,  in.-' 

29.44 

32.94 

35.22 

37.50 

39.00 

42.50 

44.74 

46.94 

48.44 

51.94 

55.44 

58.94 

Ii_i,in.* 
ri-i,in. 

l2-2,m.4 
r  2-2,  in- 

916 
5.58 
291 
3.14 

1073 
5.71 
348 
3.25 

1136 
5.68 
368 
3.23 

1197 
5.65 
388 
3.22 

1215 
5.58 
394 
3.18 

1377 
5.69 
451 
3.26 

1437 
5.67 
472 
3.25 

1495 
5.64 
492 
3.24 

1513 
5.59 
499 
3.21 

1682 
5.69 
556 
3.27 

1856 
5.79 
613 
3.33 

2037 
5.88 
671 
3.37 

200.7 

Weight, 
Lbs.  per 
Foot 

100.2 

112.1 

120.1 

127.7 

132.8 

144.7 

152.3 

159.9 

165.0 

176.9 

188.8 

Safe  load  values  above  and  to  right  of  upper  zigzag  line  are  for  ratios  of  1/r  not  over  60,  those 
between  zigzag  lines  are  for  ratios  up  to  120  1/r,  and  those  below  lower  zigzag  line  are  for  ratios  not 
over  200  1/r. 

272 


COLUMNS 


-^ 
3    3 

AJ 

^ 

Ff 

K 

PLATE  AND  ANGLE  COLUMNS—  Continued 

SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 

Allowable  Fiber  Stress  per  square  inch,  13,000 
pounds  for  lengths  of  60  radii  or  under;  reduced  for 
lengths  over  60  radii,  see  speciflications,  page  127. 

Weights  do  not   include  rivet   heads   or   other 
details. 

1 

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11 
12 
13 
14 
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16 
17 
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19 
20 

21 
22 
23 
24 
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26 
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29 
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31 
32 
33 
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352 
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327 
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289 
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227 
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214 
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390 

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363 
350 
336 
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309 
296 
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269 
255 

243 
236 
229 
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470 
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428 
415 

401 
387 
373 
359 
345 

331 
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289 
275 

261 
251 
244 
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769 
747 

725 
703 

681 
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505 
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774 
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690 
662 
634 
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1101 
1072 

1043 
1014 
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927 

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869 
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811 

782 

753 

725 
696 
667 
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205 
200 
194 

INS 

427 

456 

484 

ira.in.2 

62.44 

65.94 

69.44 

72.94 

76.44 

79.94 

83.44 

86.94 

3721 
6.54 
1128 
3.60 

30J9 

1261- 
6.46 
291 
3.10 

32.47 

34.75 

36.50 

38.25 

Ii-i.in.*    2224 
r  1-1,  in.  1    5.97 
l2-2,in.«     728 
r2-2,  in.  |  3.41 

2418 
6.06 
785 
3.45 

2618 
6.14 
842 
3.48 

2825 
6.22 
899 
3.51 

3038 
6.30 
956 
3.54 

3259 
6.38 
1014 
3.56 

3486 
6.46 
1071 
3.58 

1351- 
6.45 
311 
3.09 

1436 
6.43 
331 
3.09 

1539 
6.49 
360 
3.14 

1643 
6.55 
388 
3.19 

Weight,  Ij 
Lbs.  p«r  !  212.6 
Foot     II 

224.5 

236.4 

248.3 

260.2 

272.1 

284.0 

295.9 

102.8 

110.8 

118.4 

124.3 

130.3 

Safe  load  values  above  and  to  right  of  upper  zigzag  line  are  for  ratios  of  1/r  not  over  60,  those 
between  zigzag  lines  are  for  ratios  up  to  120  1/r,  and  those  below  lower  zigzag  line  are  for  ratios  not 
over  200  1/r. 

273 


CARNEGIE    STEEL    COMPANY 


•r*£ 

*       H:  ; 
+i     i 

M; 

PLATE  AND  ANGLE  COLUMNS—  Continued 

fa  . 

£T                 SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 

1                         Allowable  Fiber  Stress  per  square  inch,   13,000 
pounds  for  lengths  of  60  radii  or  under;  reduced  for 
\                   lengths  over  60  radii,  see  specifications,  page  127. 

^H                     Weights  do  not  include  rivet   heads   or   other 
&                details. 

Effective  Length  in  Feet 

Web  Plate 

14x^ 

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726 
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345 
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326 
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275 
267 
260 

290 
282 
275 

298 
290 

282 

312 
304 
295 

327 
318 
309 

365 
356 
346 

396 
385 
375 

430 

415 
404 

444 
432 

Area,  in.- 

40.00    41.75 

43.50 

45.74 

47.94 

49.69 

53.19 

56.69 

60.19 

63.69 

67.19 

70.69 

Ii-i.in.4 
ri-i,in: 
Ia-a,ia-4 

T2-2.  W. 

1749 
6.61 
417 
3.23 

1857 
6.67 
446 
3.27 

1885 
6.58 
451 
3.22 

1970 
6.56 
472 
3.21 

2053 
6.54 
492 
3.20 

163.3 

2081 
6.47 
499 
3.17 

169.3 

2302 
6.58 
556 
3.23 

2529 
6.68 
613 
3.29 

2764 
6.78 
671 
3.34 

3006 
6.87 
728 
3.38 

3255 
6.96 
785 
3.42 

3512 
7.05 
842 
3.45 

Weight, 
Lbs.  per 
Foot 

136.2 

142.2 

148.1 

155.7 

181.2 

193.1 

205.0 

216.9 

228.8 

240.7 

Safe  load  values  above  and  to  right  of  upper  zigzag  line  are  for  ratios  of  1/r  not  over  60,  those 
between  the  zigzag  lines  are  for  ratios  up  to  120  1/r,  and  those  below  lower  zigzag  line  are  for  ratios 
not  over  200  1/r. 

274 


COLUMNS 


tjt 

PLATE  AND  ANGLE  COLUMNS—  Continued 
SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 

Allowable  Fiber  Stress  per  square  inch,   13,000 
pounds  for  lengths  of  60  radii  or  under;  reduced  for 
lengths  over  60  radii,  see  specifications,  page  127. 

Weights  do  not  include  rivet  heads  or  other 
r         details. 

|2 

Effective  length  in  Feet 

Web  Plate  14  x  % 

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1150 
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1046 
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517 

lrea.in.2 

74.19 

77.69 

81.19 

84.69 

88.19 

92.19 

96.19 

101.19 

105.19 

109.19 

113.19 

117.19 

Ii-i.in* 
r  i.i,  in. 
I2-2,in.4 
r  2-2,  in. 

3776 
7.13 
899 
3.48 

4048 
7.22 
956 
3.51 

4327 
7.30 
1014 
3.53 

4615 
7.38 
1071 
3.56 

4910 
7.46 
1128 
3.58 

5120 
7.45 
1493 
4.02 

5457 
7.53 
1579 
4.05 

5484 
7.36 
1581 
3.95 

5830 
7.44 
1666 
3.98 

6187 
7.53 
1752 
4.01 

6552 
7.61 
1837 
4.03 

6928 
7.69 
1922 
4.05 

Weight, 

"WT 

252.6 

264.5 

276.4 

288.3 

300:2 

313.8 

327.4 

344.2 

357.8 

371.4 

385.0 

398.6 

Safe  load  values  above  and  to  right  of  upper  zigzag  line  are  for  ratios  of  1/r  not  over  60,  those 
between  the  zigzag  lines  are  for  ratios  up  to  120  1/r  and  those  below  lower  zigzag  line  are  for  ratios 
not  over  200  1/r. 

275 


CARNEGIE    STEEL    COMPANY 


^s 

2             PLATE  AND  ANGLE  COLUMNS—  Concluded 

-^r 

ffi 

s-&             SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 

t                          r        J 

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^           f£ 

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2092 

2157 

2222 

2287 

13 

1592 

1657 

1728 

1787 

1845 

1904 

1949 

2027 

2092 

2157 

2222 

2287 

14 

159 

2 

1657 

1728 

1787 

1845 

1904 

1949 

2027 

2092 

2157 

2222 

2287 

15 

1592 

1657 

1728 

1787 

1845 

1904 

1949 

2027 

2092 

2157 

2222 

2287 

16 

1592 

1657 

1728 

1787 

1845 

1904 

1949 

2027 

2092 

2157 

2222 

2287 

17 

159 

2 

1657 

1728 

1787 

1845 

1904 

1949 

2027 

2092 

2157 

2222 

2287 

18 

1592 

1657 

1728 

1787 

1845 

1904 

1949 

2027 

2092 

2157 

2222 

2287 

19 

1592 

1657 

1728 

1787 

1845 

1904 

1949 

2027 

2092 

2157 

2222 

2287 

20 

1590  |  1657 

1728 

1787 

1845 

1904 

1949 

2027 

2092 

2157 

2222 

2287 

21 

1553 

1653 

1728 

1787 

1845 

1904 

1949 

2027 

2092 

2157 

22'22 

2287 

22 

151 

(i 

1616 

1728 

1787 

1845 

1904 

1949 

2027 

2092 

2157 

2222 

2287 

23 

1479 

1580 

1728 

1787 

1845 

1904 

1949 

2027 

2092 

2157 

2222 

2287 

24 

144 

•! 

1543 

1695 

1756 

1818 

1879 

1918 

2027 

2092 

2157 

2222 

2287 

25 

1406 

1507 

1661 

1721 

1781 

1842 

1879 

2027 

2092 

2157 

2222 

2287 

26 

1369 

1470 

1626 

1685 

1744 

1804 

1841 

2009 

2077 

2146 

2214 

2283 

27 

133 

2 

1434 

1592 

1650 

1708 

1766 

1802 

1972 

2039 

2107 

2175 

2242 

28 

1295 

1397 

1557 

1614 

1671 

1729 

1763 

1935 

2002 

2068 

2135 

2202 

29 

125 

s 

1360 

1522 

1578 

1635 

1691 

1724 

1899 

1964 

2029 

2095 

2161 

30 

1222 

1324 

1488 

1543 

1598 

1653 

1686 

1862 

1926 

1991 

2055 

2120 

31 

1185 

1287 

1453 

1507 

1561 

1616 

1647 

1825 

1889 

1952 

2016 

2079 

32 

114 

S 

1251 

1419 

1471 

1525 

1578 

1608 

1789 

1851 

1913 

1976 

2039 

33 

1111 

1214 

1384 

1436 

1488 

1541 

1569 

1752 

1813 

1874 

1936 

1998 

34 

107 

-1 

1177 

1349 

1400 

1451 

1503 

1530 

1715 

1775 

1836 

1896 

1957 

35 

1038 

1141 

1315 

1365 

1415 

1465 

1492 

1679 

1738 

1797 

1857 

1916 

Area,in.2 

122.44 

127.44 

132.94 

137.44 

141.94 

146.44   149.94 

155.94 

160.94 

165.94 

170.94 

175.94 

Ii-i,in.4 

7014 

7254 

7559 

7981 

8415 

8859 

8916 

9248 

9741 

10248 

10767 

11298 

TI  i  in 

7.5 

7 

7.54 

7.54 

7.62 

7.70 

7.78 

7.71 

7.70 

7.78 

7.86 

7.94 

8.01 

Io-2lin.4 

1946 

2229 

2831 

2953 

3074 

3196 

3222 

4049 

4216 

4383 

4549 

4716 

r3-2,in, 

3.99 

4.18 

4.61 

463 

4.65 

4.67 

4.64 

5.10 

5.12 

5.14 

5.16 

5.18 

Weight, 

416.4 

Lbs.  per 

433.6 

452.3 

467.6 

482.9 

498.2 

510.1 

530.5 

547.5 

564.5 

581.5 

598.5 

Foot 

Safe  load  values  above  and  to  right  of  zigzag  line  are  for  ratios  of  1/r  not  over  60,  those  below 

zigzag  line  are  for  ratios  not  over  120  1/r. 

276 


COLUMN    DETAILS 


TYPICAL  COLUMN  DETAILS 


Bearing  on  Masonry 


MILL  BUILDING  COLUMN 


Simplicity  in  details  is  essential  to 
economical  construction.  To  eliminate 
bending  or  secondary  stresses,  it  is 
desirable  in  making  designs  and  details 
that  loads  be  transmitted  from  beams, 
girders  and  trusses  to  columns  directly 
and  with  the  minimum  number  of 
connecting  pieces,  rivets,  or  bolts,  and 
that  the  rivets  or  bolts  be  stressed  in 
shear  or  bearing  only. 

The  column  connections  shown  on 
this  page  and  the  two  pages  which  fol- 
low represent  the  best  modern  practice 
and  conform  to  these  fundamental 
conditions  and  cover  the  range  of 
cases  met  with  in  ordinary  mill  and 
office  building  construction. 

Where  columns  rest  on  steel  slabs 
or  castings,  the  loads  are  transmitted 
directly  into  the  footing,  and  shoe 
angles  may  be  provided  for  proper 
anchorage.  Where  they  rest  on 
masonry,  gusset  plates  may  be  re- 
quired to  distribute  the  load. 

Columns  should  be  milled  to  accu- 
rate bearing  at  joints,  with  splice  plates 
sufficient  to  hold  the  sections  in  line 
and  to  resist  bending  stresses.  Horizon- 
tal bearing  plates  must  be  used  between 
column  sections  of  different  forms  or 
general  dimensions.  Rivet  spacing  in 
column  shafts  and  at  beam  connections 
should  be  uniform  to  permit  the  use  of 
multiple  punches;  spacing  should  be 
in  multiples  of  one-quarter  inch. 

Erection  requirements  should  not 
be  overlooked;  beams  should  frame 
with  ample  clearances,  particularly  to 
column  webs,  and  rivets  should  be 
countersunk  or  flattened  where  neces- 
sary to  swing  beams  into  position. 

277 


CARNEGIE    STEEL    COMPANY 


TYPICAL  COLUMN  DETAILS 
OFFICE  BUILDING  CONSTRUCTION 


TYPICAL  ANGLE  COLUMN 
Bearing  on  Masonry 


TYPICAL  ANGLE  COLUMN 
Bearing  on  Steel 


278 


COLUMN    DETAILS 


TYPICAL  COLUMN  DETAILS 
OFFICE  BUILDING  CONSTRUCTION 


Section  A-A 


Section  B-B 


r 


TYPICAL  SPLICE 
Angle  Column  to  Channel  Column 


TYPICAL  SPLICE 
Angle  Columns,  different  sizes 


TYPICAL  CHANNEL  COLUMN 
Bearing  on  Steel 


TYPICAL  SPLICE 
Channel  Columns,  different  sizes 


279 


CARNEGIE    STEEL    COMPANY 


CAST  IRON  COLUMNS 
ALLOWABLE  UNIT  STRESSES  IN  POUNDS  PER  SQUARE  INCH 

For  Various  Ratios  of  Slenderness 
Proposed  formula  of  New  York  Building  Law :   9000-40 1/r  Ibs.  per  square  inch 


1/r 

Lbs.perSq.In. 

1/r 

Lbs.perSq.In. 

1/r 

Lbs.  per  Sq.  In. 

10 

8600 

30 

7800 

50 

7000 

11 

8560 

31 

7760 

51 

6960 

12 

8520 

32 

7720 

52 

6920 

13 

8480 

33 

7680 

53 

6880 

14 

8440 

34 

7640 

54 

6840 

15 

8400 

35 

7600 

55 

6800 

16 

8360 

36 

7560 

56 

6760 

17 

8320 

37 

7520 

57 

6720 

18 

8280 

38 

7480 

58 

6680 

19 

8240 

39 

7440 

59 

6640 

20 

8200 

40 

7400 

60 

6600 

21 

8160 

41 

7360 

61 

6560 

22 

8120 

42 

7320 

62 

6520 

23 

8080 

43 

7280 

63 

6480 

24 

8040 

44 

7240 

64 

6440 

25 

8000 

45 

7200 

65 

6400 

26 

7960 

46 

7160 

66 

6360 

27 

7920 

47 

7120 

67 

6320 

28 

7880 

48 

7080 

68 

6280 

29 

7840 

49 

7040 

69 

6240 

70 

6200 

The  safe  load  for  a  cast  iron  column  of  given  dimensions  is  determined 
from  the  above  table  by  obtaining  the  ratio  of  1/r  and  multiplying  the  correspond- 
ing unit  stress  by  the  sectional  area  of  column. 

Example: — Required  the  safe  load  of  a  cast  iron  column,  15  inches  square, 
Y%  inch  in  thickness,  and  16  feet  long. 

From  table  of  Hollow  Square  Sections,  page  163,  the  radius  of  gyration 
is  5.78  inches  and  the  sectional  area  is  49.44  square  inches;  hence  the  ratio  of 
1/r  =  16  x  12  -j-  5.78  =  33.2,  corresponding  to  a  stress  of  7672  pounds  per  square 
inch,  giving  a  total  safe  load  of  49.44  x  7672  =  379300  pounds. 

The  minimum  size  of  a  cast  iron  column  of  a  certain  length  to  safely 
support  a  given  load  is  determined  as  follows: 

Divide  the  length  in  inches  by  70 ;  the  quotient  is  the  minimum  allowable 
radius  of  gyration  required.  Divide  the  total  load  by  6200  pounds ;  the  quotient 
is  the  minimum  sectional  area. 

Example: — Required  the  minimum  size  of  a  round  cast  iron  column,  20 
feet  long,  to  support  a  load  of  235000  pounds. 

The  minimum  radius  of  gyration  is  20  x  12  -7-  70  =  3.43  inches ;  the  minimum 
area  is  235000-:-  6200  =  37. 90  square  inches.  From  table  of  Hollow  Round  Sec- 
tions, page  162,  the  nearest  minimum  size  for  this  radius  of  gyration  and  this 
area  is  found  to  be  a  column  1 1  inches  in  diameter  and  1 J^  inches  in  thickness. 

280 


CAST   IRON    COLUMNS 


ROUND  CAST  IRON  COLUMNS 

©ALLOWABLE  LOADS  IN  THOUSANDS  OP  POUNDS 

By  Proposed  New  York  Building  Law  Formula 

Weights  do  not  include  details 

Outer 
Dia., 
Inches 

Thick- 
ness, 
Inches 

Area, 
Inches* 

Weight 

Least 
Radius, 
Inches 

Effective  Length  of  Column  in  Feet 

8 

10 

12 

14 

16 

18 

20 

22 

24 

26 

28 

6 

¥ 

8.64 
10.55 
12.37 
14.09 

27.0 
33.0 
38.7 
44.0 

1.95 
1.91 

1.88 
1.84 

61 
74 
86 
97 

56 
68 
80 
90 

7 

1 

12.52 
14.73 
16.84 
18.85 

39.1 
46.0 
52.6 
58.9 

2.27 
2.23 
2.19 
2.15 

92 
107 
122 
136 

86 
101 
115 
128 

81 
95 
107 
119 

8 

iH 

17.08 
19.59 
21.99 
24.30 

53.4 
61.2 
68.7 
75.9 

2.58 
2.54 
2.50 
2.46 

128 
147 
164 
181 

122 
139 
156 
171 

116 
132 
147 
162 

109 
124 
139 
152 

Q 

% 

iy* 

IX 

22.34 
25.13 

27.83 
30.43 

69.8 
78.5 
87.0 
95.1 

2.89 
2.85 
2.81 
2.78 

171 
192 
212 
232 

164 
184 
203 
221 

157 
175 
193 
211 

149 
167 
184 
200 

142 
158 
174 
190 

10 

I 

28.28 
31.37 
34.36 
37.26 

88.4 
98.0 
107.4 
116.4 

3.20 
3.16 
3.13 
3.09 

221 
244 
267 
289 

212 
235 
257 
277 

204 
225 
246 
266 

195 

216 
235 
254 

187 
206 
225 
243 

178 
197 
214 
231 

11 

1 

34.90 
38.29 
41.58 
44.77 

109.1 
119.7 
129.9 
139.9 

3.51 
3.48 
3.44 
3.40 

276 
302 
328 
352 

266 
292 
316 
340 

257 
281 
305 
327 

247 
271 
293 
314 

238 
260 
281 
302 

228 
250 
270 
289 

219 
239 
258 

277 

12 

I 

42.22 
45.90 
49.48 
52.97 

131.9 
143.4 
154.6 
165.5 

3.83 
3.79 
3.75 
3.71 

338 
367 
395 
422 

327 
355 

382 
408 

316 
343 
369 
394 

306 
332 
357 
381 

295 
320 
344 
367 

285 
308 
331 
353 

274 
297 
319 
340 

264 
285 
306 
326 

13 

H 

50.22 
54.19 
58.07 
61.85 

156.9 
169.4 
181.5 
193.3 

4.14 
4.10 
4.06 
4.03 

405 

437 
468 
498 

394 
424 
454 
483 

382 
412 
440 
468 

370 

399 
427 
454 

359 
386 
413 
439 

347 
374 
399 
424 

336 
361 
385 
409 

324 
348 
372 
395 

312 
335 
358 
380 

14 

1H 

i% 

iy* 

58.91 
63.18 
67.35 
71.42 

184.1 
197.4 
210.5 
223.2 

4.45 
4.41 
4.38 
4.34 

479 
514 
547 
580 

467 
500 
532 
564 

454 

486 
518 
548 

441 
472 
503 
532 

429 
459 
488 
516 

416 
445 
473 
501 

403 
431 
459 
485 

390 
417 
444 
469 

378 
404 
429 
453 

15 

2 

68.29 
72.85 
77.31 
81.68 

213.4 
227.6 
241.6 
255.3 

4.76 
4.73 
4.69 
4.65 

560 

597 
632 
668 

546 
582 
617 
651 

532 
567 
601 
634 

518 
552 

r,sr, 
617 

504 
537 
569 
600 

491 
523 
553 
583 

477 
508 
538 
566 

463 
493 
522 
550 

449 
478 
506 
533 

436 
463 
490 
516 

16 

1% 

i« 

2H 

78.34  244.8 
83.20  260.0 
87.97  J274.9 
92.63  ]  289.5 

5.08 
5.04 
5.00 
4.96 

646 
685 
724 
762 

631  616  601  587  572  557  542 
670  654  638:622  606  590  574 
707  690  673  657;  640  623,606 
7441  726!  7081  690l672i  654)  636 

527  513 
559  543 
589  572 
619)601 

498 
527 
555 
583 

281 


CARNEGIE  STEEL   COMPANY 


^ 
] 

SQUARE  CAST  IRON  COLUMNS 
ALLOWABLE  LOADS  IN  THOUSANDS  OF  POUNDS 

By  Proposed  New  York  Building  Law  Formula 
Weights  do  not  include  details 

Outer 
JVidth, 
nches 

Thick- 
ness, 
Inches 

Area, 
Inches2 

Weight 

Foot, 
Pounds 

Least 
Radius, 
Inches 

Effective  Length  of  Column  in  Feet 

8 

10 

12 

14 

16 

18 

20 

22 

24 

26 

28 

6 

P 

11.00 
13.44 
15.75 
17.94 

34.4 

42.0 
49.2 
56.1 

2.26 
2.21 
2.17 
2.12 

80 

98 
114 
129 

76 
92 
107 
121 

71 
86 
100 
113 

7 

.« 

15.94 
18.75 
20.44 
24.00 

49.8 
58.6 
63.9 
75.0 

2.62 
2.57 
2.53 
2.48 

120 
141 
153 
179 

114 
134 
145 
170 

108 
127 
137 
160 

103 
J20 
130 
151 

8 

K 
1H 

21.75 
24.94 
28.00 
30.94 

68.0 
77.9 

87.5 
96.7 

2.98 
2.93 

2.89 
2.84 

168 
192 
215 
237 

161 
184 
205 
226 

154 
175 
196 
216 

147 

167 
187 
205 

140 
159 
178 
195 

9 

J4 

iy* 

1M 

27.44 
32.00 
35.44 
38.75 

85.8 
100.0 
110.8 
121.1 

3.34 
3.29 
3.25 
3.21 

215 
251 

277 
302 

208 
241 
267 
291 

200 
232 
256 
279 

192 
223 
246 

268 

184 
213 
235 
256 

176 

204 
225 
244 

10 

i 

iy* 

1  7^ 

1$1 

36.00 
39.94 
43.75 

47.44 

112.5 

124.8 
136.7 
148.3 

3.70 
3.65 
3.61 
3.57 

287 
317 
347 
376 

277 
307 
336 
363 

268 
296 
324 
350 

259 
286 
312 
338 

249 
275 
301 
325 

240 
265 
289 
312 

231 
254 

277 
299 

11 

1H 

1M 

IK 

44.44 
48.75 
52.94 
57.00 

138.9 
152.3 
165.4 
178.1 

4.06 
4.01 
3.97 
3.93 

358 
392 
425 
457 

347 
380 
412 
443 

337 
369 
400 
429 

326 

357 
387 
416 

316 
345 
374 
402 

305 
334 
361 

388 

295 
322 
348 
374 

284 
310 
336 
360 

12 

1J* 

1% 
IK 
1^1 

53.78 
58.44 
63.00 
67.44 

168.1 
182.6 
196.9 
210.8 

4.42 
4.37 
4.33 
4.29 

437 
475 
511 
547 

426 
462 
497 
532 

414 
449 
483 
516 

402 
436 
469 
501 

391 
423 
455 

486 

379 
410 
441 
471 

367 
398 
427 
456 

356 

385 
413 
441 

344 
372 
399 
426 

13 

1^ 

1 

63.94 
69.00 
73.94 

78.75 

199.8 
215.6 
231.1 
246.1 

4.78 
4.74 
4.69 
4.65 

524 
565 
605 
644 

511 
551 
590 
627 

498 
537 
575 
611 

486 
523 
560 
595 

473 
509 

544 
579 

460 
495 
529 
562 

447 
481 
514 
546 

434 
467 
499 
530 

421 
453 

484 
514 

409 
439 
469 
497 

14 

IK 

75.00 
80.44 
85.75 
90.94 

234.4 
251.4 
267.9 
284.2 

5.14 
5.10 
5.05 
5.01 

619 
663 
707 
749 

605 
648 
690 
731 

591 
633 
674 
714 

577 
618 
658 
696 

563 
603 
641 
679 

549 
588 
625 
662 

535 

572 
609 
644 

521 
557 
593 
627 

507 
542 
576 
609 

493 
527 
560 
592 

479 
512 
544 
574 

15 

IS 

ly> 

86.94 
92.75 
98.44 
104.00 

271.7 
289.8 
307.6 
325.0 

5.50 
5.46 
5.41 
5.37 

722 
769 
816 
862 

707 
753 
799 
843 

691 
737 

782 
824 

676 
721 
764 
806 

661 

704 
746 

787 

646 
688 
729 
769 

631 
672 
711 
750 

616 
655 
694 
731 

600 
639 
676 
713 

585 
623 
659 
694 

570 
606 
642 
676 

16 

1M 

IK 

2K 

99.75 
105.94 
112.00 
117.94 

311.7 
331.1 
350.0 
368.6 

5.86 
5.82 
5.77 
5.73 

832 
884 
934 
982 

816 
866 
915 
963 

800 
849 
896 
943 

783 
831 
878 
923 

767 
814 
859 
903 

751 

796 
840 
883 

734 

779 
822 
864 

718 
761 
803 
844 

702 
744 
785 
824 

685 
726 
766 
804 

669 
709 

747 

785 

282 


FLOOR  CONSTRUCTION 


FLOORS  AND  FLOOR  LOADS 

Kinds  of  Loads.  Two  kinds  of  loads  are  carried  by  structures. 
Live  loads  consist  of  the  weight  of  carriages,  cranes  or  other  handling 
devices  and  their  supported  loads,  machinery,  merchandise,  persons 
or  other  moving  objects,  the  support  of  which  is  the  purpose  of  the 
structure,  including  also  wind  stresses.  Dead  loads  consist  of  the 
actual  weight  of  the  structure  itself  with  the  walls,  floors,  partitions, 
roofs,  and  all  other  permanent  construction  and  fixtures.  The 
dead  loads  stress  the  structure  at  all  times  and  it  must,  therefore, 
be  proportioned  to  sustain  them  at  all  times  without  reduction. 
The  live  loads  may  be  taken  at  their  full  values  or  reduced  in 
accordance  with  the  probabilities  that  the  structure  as  a  whole 
or  its  principal  members  will  not  be  subject  at  all  times  to  the  full 
theoretical  live  loading. 

Dead  Loads.  The  permanent  load  should  be  calculated  from 
known  weights  per  unit  of  the  material  composing  floors,  partitions, 
walls,  or  other  permanent  construction.  The  weight  assumed  for 
the  steel  frame  itself  should  be  checked  after  the  sections  are 
determined  and  then  the  sizes  readjusted  if  necessary. 

Live  Loads.  Live  loads  vary  with  the  character  of  the  struc- 
tures. In  buildings  they  consist  of  uniform  loads  per  square  foot 
of  floor  area,  concentrated  loads,  such  as  heavy  safes,  which  may 
be  applied  at  any  point  of  the  floor,  and  uniform  loads  per  lineal 
foot  of  beams  or  girders.  The  load  which  produces  the  maximum 
bending  moment  or  reaction  is  to  be  used  in  proportioning  sections. 
The  floor  system  between  beams  must  of  course  be  of  sufficient 
strength  to  transmit  any  concentrated  load  to  the  beam. 

In  cities  the  minimum  live  loads  to  be  used  on  the  various  classes 
of  buildings  are  fixed  by  public  ordinances,  and  are  given  on  page 
284  for  the  principal  cities  of  the  United  States  in  accordance  with 
the  most  recent  building  laws,  which  are  intended  to  cover  general 
conditions  and  do  not  include  machinery  or  other  concentrations. 
If  such  concentrations,  like  safes,  armatures,  generators,  or  printing 
presses,  occur  on  floors,  special  provision  should  be  made  for  them 
in  the  floor  framing.  Flat  roofs  of  buildings  which  may  be  loaded 
with  people,  should  be  treated  the  same  as  floors  and  the  same 
uniform  live  loads  used  as  given  in  the  table  for  dwellings,  hotels 
or  assembly  rooms. 


283 


CARNEQIE    STEEL    COMPANY 


FLOORS  AND  ROOFS 
MINIMUM  LIVE  LOADS,  POUNDS  PER  SQUARE  FOOT 
By  Building  Laws  of  Various  Cities 

Kind  of  Building 

Is 

is 

Is 

1  °° 

.§£ 

•a  IB 
85  s 

T3~ 

Is 

0 

J  53 

Is 

§  o 

253 

PQ 

£  *" 
jz; 

I 

13  "* 
PQ 

5    £ 

0 

d" 

£ 

PH  -i 
1 

Apartments  
Public  Roomsa  and  Halls 
Assembly  Halls  
Fixed  Seat  Auditoriums.. 
Movable  Seat 
Auditoriums 

50 
100 
125 

200 
200 
200 

50 
100 
50 

100 
100 
125 

125 
250 
100 
100 

60 

125 

70 
70 

40 

60 
90 

90 

90 
60 

60 

120 
120 

150 

150 
75 
150 

75 
90 
300 
75 

50 
30 
30 

70 
120 

70 
70 

120 
150 

150 
120 
150 
100 

30 
30e 

60 

75 

125 
75 

75 
60 

60 

125 

250 
125 

75 
150 

75 

200 
100 

40 
20 
30 

50 

125 

125 

125 
150 
150 
150 
125 
50 

70 

125 
125 

200 
125 
200 
70 

70 
70 

50d 

50d 
50d 
25 

50 
80 
100 
80 

100 
150 

40 

50 

80 
80 

200 
125 

60 

100 
60 
80 
200 
80 

80 
80 

40 

40 

30e 

40 

100 

100 
100 
100 

100 
40 

50 

100 

100 
100 
50 

40 
75 

100 
40 
100 

25 
25 
20 

60 
100 

60 

60 
100 

150 

150 
150 
70 
150 

100 

40 
30 

60 

125 

75 

125 
125 

125 
60 

60 

125 

250 
125 
250 
60 
150 

75 
125 
150 
75 

30 
20 
20 

Churches 

Dance  Halls 

Drill  Rooms  

Riding  Schools  
Theaters  

Dwellings 

Public  Roomsa 

Hotels  
First  Floors 

Corridors 

Office  Floors  

Public  Roomsa  
Manufacturing  

Light  Factories 

Mercantile  

Heavy  Storehouses  
Retail  Stores  

Warehouses  

Offices 

First  Floor  

Corridors  

Schools  (Class  Rooms)  .... 
Assembly  Rooms  —  Halls 
Sidewalks  

Stables  —  Carriage  Houses.. 
Area  less  than  500  sq.  ft. 
Stairways  and  Landings.  .  . 
Fire  Escapes 

Roofs  —  Flatc  

Horizontal  Projection 
Steep  Roofs  
Superficial  Surface  
Wind  Pressure  

a    Area  greater  than  500  square  feet, 
b    First  Floors  200. 
c    Slopes  less  than  20  degrees, 
d    Dead  and  live,  except  for  one  story  steel  frame  buildings,  corrugated  iron  roofs,  35  pounds. 
e    High  Buildings,  built  up  districts,  35  pounds;  14  stories  or  over,  25  pounds  at  tenth  story, 
2  ^  pounds  less  each  story  below. 
Figures  for  manufacturing  establishments  do  not  include  machinery. 

284 


FLOOR    CONSTRUCTION 


Reduced  Live  Loads.  Floor  beams  in  buildings  should  be  computed 
to  sustain  floor  by  floor  the  full  live  and  dead  loads.  It  is  not 
probable  that  all  the  floors  will  be  fully  loaded  at  all  times,  and, 
therefore,  good  practice  permits  a  reduction  of  the  theoretical  live 
load  in  the  computations  of  column  sections.  The  New  York  and 
proposed  Pittsburgh  building  laws  permit  no  reduction  on  columns 
supporting  the  roof  and  top  floor.  These  building  laws  permit  for 
buildings  more  than  five  stories  in  height  on  columns  supporting 
each  succeeding  floor  a  reduction  of  5  per  cent  of  the  total  live  floor 
load  until  50  per  cent  is  reached,  which  reduced  load  is  to  be  used 
for  the  columns  supporting  the  remaining  floors.  Pittsburgh  build- 
ing law,  however,  does  not  permit  any  reduction  of  live  floor  loads 
over  150  pounds  per  square  foot  (bulk  storage).  The  Chicago 
building  law  requires  columns  to  sustain  the  full  live  load  on 
roofs,  85  per  cent  of  the  full  live  floor  load  on  the  top  floor  with  a 
5  per  cent  reduction  on  each  succeeding  floor  down  to  50  per  cent. 

When  the  character  of  the  loading  will  permit,  it  is  also  considered 
good  practice  to  reduce  the  live  load  on  the  main  girders  to  which 
the  primary  supporting  beams  are  framed.  The  amount  of  the 
reduction  will  depend  on  the  probable  distribution  of  the  loads. 

Foundation  Loads.  Footings  should  be  so  designed  that  the  loads 
they  sustain  per  unit  of  area  shall  be  as  nearly  uniform  as  possible, 
and  the  dead  loads  carried  by  the  footings  should  include  the  actual 
weight  of  the  superstructure  and  foundations  down  to  the  bottom 
of  the  footing.  The  live  load  should  be  assumed  to  be  the  same  as 
the  live  load  in  the  lowest  tier  of  columns  or  in  the  footings  under 
walls.  According  to  the  proposed  New  York  building  law,  the 
area  of  the  footing  which  has  the  largest  percentage  of  live  load  to 
total  load  shall  be  determined  by  dividing  the  total  load  by  the 
unit  working  stress.  From  the  area  thus  calculated  all  the  other 
footings  of  the  building  shall  be  proportioned  according  to  the 
ratios  of  their  respective  dead  loads  only.  In  no  case  shall  the 
load  per  square  foot  under  any  portion  of  any  footing  due  to  the 
combined  dead,  live,  and  wind  loads,  exceed  the  safe  sustaining 
power  of  the  soil  upon  which  the  footing  rests. 

Fireproof  Floor  Systems.  A  modern  office  or  mercantile  building 
is  essentially  a  steel  framed  structure  which  supports  the  dead  load 
of  the  building  and  its  contents  and  is  itself  protected  on  all  sides 
by  refractory  materials.  The  floors  are  made  fireproof  by  the  use 
of  terra  cotta  tiles  or  arches  or  of  a  composite  flooring  made  of 
concrete  or  reinforced  concrete.  While  brick  arches  may  still 
be  used  in  special  locations  where  great  floor  strength  is  needed, 
and  concrete  arches  are  sometimes  thrown  between  the  beams, 

285 


CARNEGIE    STEEL    COMPANY 


modern  practice  is  limited  substantially  to  the  hollow  tile  arch 
sprung  between  the  beams  and  the  reinforced  concrete  slab  laid 
on  their  tops,  the  ceiling  construction  being  modified  to  suit. 
Each  system  has  advantages  of  its  own. 

Terra  Cotta  Arches.  Hollow  tile  arches  fill  the  total  depth  of  the 
floor  beams,  and,  therefore,  tend  to  stiffen  and  brace  the  building; 
their  weight  per  square  foot  is  light  as  compared  with  other  forms 
of  fireproof  floor  construction  of  equal  strength.  Hollow  terra 
cotta  floor  arches  are  made  either  flat  or  segmental.  The  segmental 
arch  will  develop  much  greater  strength  than  the  flat  arch  of  the 
same  width  and  depth,  and  may  be  designed  to  carry  a  given  load 
with  tile  'of  less  depth  than  flat  arches.  They  are,  therefore, 
more  economical,  though  not  always  acceptable  from  the  stand- 
point of  architectural  appearance.  In  office  buildings  the  ceilings 
under  such  arches  are  usually  suspended.  A  correctly  designed 
and  constructed  flat  arch  will  always  develop  the  full  strength  of 
the  steel  beam  which  supports  it. 

When  arch  blocks  are  the  same  depth  as  the  beams,  they  are 
usually  laid  to  project  1%  inches  below  the  bottom  of  the  beams, 
and  the  space  above  the  arch  is  filled  in  either  with  cinder  concrete, 
in  which  can  be  laid  pipes,  conduits,  and  wooden  nailing  strips 
supporting  wood  flooring,  or  with  thin  terra  cotta  blocks  made  for 
this  purpose,  or  with  a  layer  of  plastic  composition  of  cement, 
which  forms  the  wearing  surface  for  the  floor. 

Thrust  of  Floor  Arches.  All  forms  of  terra  cotta  arches  produce  side 
thrust  on  the  floor  beams.  In  the  flat  arch  the  blocks  have  tapered 
faces  and  the  central  block  or  key  wedges  the  others  together;  in 
the  segmental  arch  the  thrust  is  that  due  to  all  arch  action.  These 
thrusts  it  is  found  necessary  to  counterbalance  by  means  of  tie  rods 
which  connect  the  floor  beams  and  relieve  them  from  the  tendency 
to  deflect  sidewise.  In  the  central  bays,  owing  to  the  action  of 
adjacent  arches,  the  tie  rods  are  sometimes  omitted,  but  it  is 
necessary  to  investigate  outer  beams  and  channels  around  openings 
for  additional  thrust  stresses  so  that  the  combined  fiber  stresses 
produced  by  vertical  loading  and  horizontal  thrusts  may  nqt  be 
excessive.  With  flat  arches  %  inch  tie  rods  spaced  apart  not  over 
fifteen  times  the  width  of  the  beam  flanges  will  usually  be  sufficient. 
The  total  thrust  of  arch,  the  net  area  of  tie  rods  required,  the  maxi- 
mum distance  between  tie  rods  and  the  section  of  outer  beams  for 
any  condition,  may  be  found  as  follows: 


FLOOR    CONSTRUCTION 


Let 
w 
L 


=load  on  arch,  in  pounds  per  square  foot. 

=span  of  arch,  in  feet. 
Lb     =length  of  floor  beam  supporting  the  arch,  in  feet. 
R      =effective  rise  of  arch,  in  inches. 
p       =thrust  of  arch  per  lineal  foot,  in  pounds. 
P       =total  thrust  of  arch  per  panel,  in  pounds. 
A      =total  net  area  of  tie  rods  per  panel,  in  square  inches. 
a       =net  area  of  one  tie  rod,  in  square  inches. 
Ls     =spacing  of  tie  rods,  center  to  center,  in  feet. 
f        =allowable  combined  fiber  stress  not  to  exceed  16,000  pounds 

per  square  inch. 

Si_i  =Section  Modulus  of  beam,  axis  1-1,  in  inches3. 
82-2  =Section  Modulus  of  beam,  axis  2-2,  in  inches3. 
Mi_i=Bending  Moment  due  to  vertical  loading,  inch  pounds. 
M2-2=Bending  Moment  due  to  arch  thrust,  inch  pounds;  then, 


P       =- 


3wL2Lb  wL2Lb 

2fR  ~   10667! 


Ls     = 


Mi  i a 


2faR 

3wL2  w. 

Lb)  Lbi2 3wLb 

8  4 


f 


_  (pLs)  Lsi2  _    L2 

12 

_  Mi.i  _^  M2-2 
Si_i          82-2 

In  the  formula  given  for  M2-2,  the  beam  is  considered  continuous 
and  supported  at  intervals  by  the  tie  rods.  In  segmental  arches 
the  effective  rise  is  equal  to  the  vertical  distance  between  the 
highest  point  of  the  concave  surface  and  the  springing  line  or  chord ; 
the  effective  rise  of  a  flat  arch  may  be  taken  at  2.4  inches  less  than 
the  arch  depth. 

The  net  areas  of  the  usual  size  tie  rods  are  as  follows: — 


Diameter  of  Rod,  Inches 

H 

H 

H 

1 

Net  area.  a.  sauare  inches  .  . 

0.202 

0.302 

0.420 

0.550 

287 


CARNEGIE    STEEL    COMPANY 


EXAMPLE. — A  floor  panel  18  feet  by  6  feet,  made  of  12  inch  flat  terra  cotta 
blocks,  is  to  support  a  uniform  load,  live  and  dead,  of  150  pounds  per  square 
foot.  Required  the  total  thrust,  total  area  of  rods  per  panel,  maximum 
spacing  of  rods,  and  the  proper  size  beam  to  carry  [one-half  of  the  panel  without 
other  lateral  support  than  the  tie  rods. 

Entire  panel  load  is  18x6x150=16,200  pounds.  Assume  a  12  inch  31.5 
pound  beam  and  %  inch  tie  rods,  then  we  have — 

Thrust  of  arch  per  lineal  foot,   p  — 2(12     2  4*)  ==  ^®  pounds. 


Total  thrust  of  arch,  P  = 

Total  area  of  tie  rods,  A  =• 


3x150x6x6x18 
2(12—2.4) 
150x6x6x18 
10,667(12 — 2.4) 


=15,200  pounds. 


=0.95  square  inches. 


Maximum  spacing  of  tie  rods,  Ls= 


Bending  Moment,  vertical  loading,  Mi_3 


10667x  .302x(12 — 2.4) 

150x6x6 
6x18x150x18x12 


=5.73  feet. 


8x2 


=218,700  in.  Ibs. 


Bending  Moment,  horizontal  thrust,  M2.2 — 840x5- 73x5- 73xl2=27,580  in.  Ibs. 


Combined  fiber  stress,  f=- 


218,700  -  27,580 
~og 1 — o~o — ^13,330  pounds  per  square  inch. 

If  tie  rods  are  spaced  6'  0"  centers,  then  the 

Bending  Moment,  horizontal  thrust,  M2-2=840x6x6=30,240  inch  pounds. 


Combined  fiber  stress,  f ; 


218,700  -  30,240 


-=14,030  pounds  per  square  inch. 


36        *      3.8 

When  used,  tie   rods  should  be   placed   in  the   line  of  thrust  if 
possible,  usually  3  inches  above  the  bottom  of  the  beam. 

MAXIMUM  SPACING  OF  %  INCH  TIE  RODS, 
LOADS  OF  100  POUNDS  PER  SQUARE  FOOT 


Span 

Effective  Rise  of  Arch,  R,  in  Inches 

Feet 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

3 

14.3 

4 

8.1 

10.1 

12.1 

14.1 

5 

5.2 

6.4 

7.7 

9.0 

10.3 

11.6 

12.9 

14.2 

6 

3.6 

4.5 

5.4 

6.3 

7.2 

8.1 

8.9 

9.8 

10.7 

11.6 

12.5 

13.4 

7 

3.3 

3.9 

4.6 

5.3 

5.9 

6.6 

7.2 

7.9 

8.5 

9.2 

9.9 

8 

3.0 

3.5 

4.0 

4.5 

5.0 

5.5 

6.0 

6.5 

7.0 

7.6 

9 

3.2 

3.6 

4.0 

4.4 

4.8 

5.2 

5.6 

6.0 

10 

3.2 

3.5 

3.9 

4.2 

4.5 

4.8 

For  any  other  loading,  multiply  tabular  values  by  100  and  divide 
by  total  new  load  per  square  foot. 

The  tables  which  follow  give  the  weights  per  square  foot  for  terra 
cotta  arches,  both  flat  and  segmental,  of  various  depths,  their  area 
in  square  inches,  and  the  safe  loads  they  will  sustain  on  various 
spans.  These  tables  should  be  used  as  a  general  guide  only,  as 
conditions  may  make  it  possible  to  design  more  economical  arches 
for  a  given  load  than  indicated  by  the  tables.  Where  a  paneled 
ceiling  is  not  objectionable,  for  example,  a  shallow  arch  may  be  used 
on  raised  skewbacks  with  a  considerable  economy  in  material. 

288 


FLOOR    CONSTRUCTION 


FLAT  TERRA  GOTTA  ARCHES 

MANUFACTURERS'  STANDARD 

SAFE  LOADS  IN  POUNDS  PER  SQUARE  FOOT 
Factor  of  Safety  =  7 


Span 
of 
Arch, 
Ft.-In. 

Depth  of  Arch,  Inches 

6 

7 

8 

9 

10 

12 

15 

Area  of  Arch,  Square  Inches 

31 

34 

37       40 

43 

49 

58 

3-0 

458 

588 

735 

901 

1084 

1487 

2210 

3-3 

386 

496 

622 

763 

916 

1262 

1877 

3-6 

330 

424 

531 

653 

785 

1083 

1612 

3-9 

284 

365 

459 

565 

679 

938 

1398 

4-0 

247 

318 

399 

493 

593 

820 

1223 

4-3 

216 

278 

350 

433 

521 

722 

1079 

4-6 

190 

245 

309 

382 

461 

640 

951 

4-9 

168 

217 

274 

340 

410 

571 

855 

5-0 

149 

193 

244 

304 

367 

511 

767 

5-3 

172 

218 

272 

330 

460 

691 

5-6 

154 

196 

245 

297 

416 

626 

5-9 

139 

176 

222 

269 

378 

569 

6-0 

159 

201 

244 

344 

518 

6-3 

144 

183 

222 

314 

474 

6-6 

131 

166 

203 

287 

435 

6-9 

152 

186 

264 

400 

7-0 

139 

170 

243 

369 

7-6 

144 

206 

315 

8-0 

177 

272 

8-6 

153 

236 

9-0 

132 

205 

9-6 

180 

10-0 

158 

This  table  and  the  two  following  are  employed  in  computing  the 
safe  loads  of  floor  arches  of  hollow  terra  cotta  blocks.  The  area 
given  is  that  of  a  cross  section  at  right  angles  to  the  webs,  and, 
generally,  end-construction  blocks  of  various  shapes  but  of  the  same 
depth  and  cross-sectional  area  have  equal  strength. 

The  weight  of  the  terra  cotta  arch  has  been  deducted  from  the 
safe  load  given  in  the  tables,  so  that  only  the  dead  load  of  the 
concrete  fill,  plastering,  etc.,  must  be  deducted  to  obtain  the  net 
safe  live  load  for  any  arch  and  span ;  blocks  of  different  areas  and 
for  other  factors  of  safety  are  calculated  as  follows: 

EXAMPLE. — Required  the  load  per  square  foot  for  a  5 '-6"  span  and  8  inch 
arch  blocks  with  three  horizontal  and  four  vertical  webs,  y±  inch  thick,  set  in  end 
construction,  cross-section  through  webs  of  blocks  parallel  to  webs  of  beams. 

Sectional  area  of  the  blocks  is  8"xM"x4+(12"-4xM")xM"x3=44.25sq.  in. 
at  0.06  pounds  per  cu.in.,  the  weight  is  44.25x12x0.06=32  pounds. 

The  net  safe  load  'of  the  8  inch  block  given  in  the  table  is  196  pounds. 
Adding  the  weight  of  the  block,  37x12x0.06=26  pounds,  the  total  safe  load  is 
222  pounds.  The  net  safe  load  for  blocks  with  an  area  of  44.25  sq.  in.  and  a 
safety  factor  of  5  is  (44.25-^37x222x7/5) — 32=340  pounds  per  sq.  ft. 


289 


CARNEQIE    STEEL    COMPANY 


SEGMENTAL  TERRA  COTTA  ARCHES 

MANUFACTURERS'   STANDARD 

SAFE  LOADS  IN  POUNDS  PER  SQUARE  FOOT 

Factor  of  Safety=7 

Depth  of  Arch,  Inches 

Depth  of  Arch,  Inches 

Span 

Rise 

/l      1      fi 

1  fi 

Span 

Rise 

of 

of 

4      |      6 

1U 

of 

of 

ID 

Arch, 

TTt    Tn 

Arch, 

Tn 

Area  of  Arch,  Square  Inches 

Arch, 

Ft    Tn 

Arch, 

Tn 

Area  of  Arch,  Square  Inches 

J?  t/.-lD.. 

in. 

28 

36 

43 

47 

j?  i.-in. 

in. 

28 

36 

43 

47 

X 

702 

902 

1078 

1178 

X 

366 

471 

563 

615 

i 

920 

1184 

1414 

1545 

1 

482 

621 

741 

810 

1  l/i 

1155 

1485 

1774 

1939 

l  H 

602 

774 

925 

1011 

4-0 

i  k 

1353 

1740 

2079 

2272 

7-6 

IK 

715 

920 

1099 

1201 

i  % 

1545 

1986 

2373 

2593 

IX 

815 

1049 

1253 

1369 

2 

1736 

2233 

2667 

2915 

2 

915 

1176 

1405 

1536 

X 

616 

792 

946 

1034 

X 

341 

439 

525 

573 

1 

812 

1044 

1247 

1363 

l 

457 

588 

703 

768 

l  M 

1020 

1313 

1568 

1713 

1  M 

562 

724 

864 

944 

4-6 

IK 

1196 

1539 

1838 

2009 

8-0 

IK 

668 

859 

1026 

1122 

l  M 

1381 

1775 

2121 

2318 

l  M 

767 

987 

1179 

1288 

2 

1536 

1975 

2359 

2578 

2 

854 

1099 

1312 

1434 

X 

551 

709 

847 

926 

X 

319 

411 

491 

536 

1 

744 

957 

1143 

1249 

1 

428 

551 

658 

719 

1M 

911 

1172 

1400 

1530 

1  5'4 

527 

678 

810 

885 

5-0 

1072 

1379 

1647 

1800 

8-6 

1  K 

626 

806 

963 

1052 

l  % 

1238 

1592 

1902 

2078 

i  k 

719 

926 

1106 

1208 

2' 

1379 

1773 

2118 

2315 

2 

807 

1037 

1239 

1354 

X 

499 

641 

766 

837 

X 

300 

386 

461 

504 

1 

672 

864 

1032 

1128 

l 

403 

518 

619 

677 

i  M 

826 

1062 

1269 

1387 

1  M 

501 

645 

770 

842 

5-6 

l  K 

984 

1266 

1512 

1652 

9-0 

1  K 

590 

758 

906 

990 

l  % 

1119 

1439 

1719 

1879 

l  X 

677 

871 

1041 

1137 

2' 

1258 

1619 

1933 

2113 

2 

759 

977 

1167 

1275 

M 

455 

585 

699 

764 

X 

283 

364 

435 

475 

l 

612 

788 

941 

1028 

l 

380 

489 

584 

638 

l  % 

753 

969 

1157 

1265 

1  M 

472 

608 

726 

793 

6-0 

1  K 

898 

1154 

1379 

1507 

9-6 

IK 

561 

721 

862 

942 

l  % 

1022 

1315 

1570 

1716 

l  X 

639 

823 

983 

1074 

2 

1148 

1476 

1763 

1927 

2 

717 

923 

1102 

1204 

x4 

428 

551 

658 

719 

X 

267 

344 

411 

449 

1 

562 

724 

864 

944 

l 

359 

462 

552 

603 

l  M 

701 

902 

1077 

1177 

1  Ji 

447 

576 

688 

751 

6-6 

IK 

823 

1058 

1264 

1382 

10-0 

IK 

531 

683 

816 

892 

l  % 

947 

1218 

1455 

1590 

l  X 

610 

784 

937 

1024 

2 

1055 

1358 

1622 

1772 

2 

683 

879 

1050 

1147 

M 

394 

508 

606 

662 

X 

251 

330 

394 

429 

1 

520 

669 

799 

873 

1  1 

342 

442 

528 

577 

1M 

648 

834 

996 

1089 

1M 

426 

547 

655 

717 

7-0 

762 

981 

1171 

1280 

10-6 

1  K 

504 

646 

776 

849 

1M 

876 

1127 

1346 

1471 

l  % 

581 

749 

891 

974 

2 

983 

1264 

1510 

1650 

2 

650 

837 

1000 

1092 

290 


FLOOR  CONSTRUCTION 


SEGMENTAL  TERRA  COTTA  ARCHES—  CONCLUDED 

Depth  of  Arch,  Inches 

G«~ 

T>* 

Depth  of  Arch,  Inches 

Span 
of 

Rise 
of 

4      |      6 

8 

10 

bpan 
of 

Kise 
of 

4     |      6 

8 

10 

Arch, 
Ft.-In. 

Arch, 
In 

Area  of  Arch,  Square  Inches 

Arch, 
Ft.-In. 

Arch, 
In. 

Area  of  Arch,  Square  Inches 

28 

36 

43 

47 

28 

36 

43 

47 

K 

244 

315 

376 

411 

K 

151 

194 

232 

254 

l 

327 

421 

503 

550 

l 

205 

265 

316 

345 

1  K 

404 

519 

621 

678 

IK 

256 

330 

394 

430 

ll-O 

IK 

479 

617 

737 

805 

17-0 

IK 

304 

392 

468 

512 

IK 

551 

709 

847 

925 

IK 

351 

452 

540 

590 

2 

617 

794 

948 

1036 

2 

393 

506 

605 

661 

K 

233 

299 

358 

391 

K 

141 

182 

218 

238 

1 

312 

401 

480 

524 

1 

192 

248 

296 

324 

IK 

388 

499 

596 

652 

IK 

240 

310 

370 

404 

11-6 

460 

592 

707 

773 

18-0 

287 

370 

442 

482 

IK 

528 

680 

812 

887 

IK 

330 

425 

507 

554 

2 

591 

761 

909 

993 

2 

371 

477 

570 

623 

K 

222 

285 

341 

372 

K 

134 

173 

206 

225 

1 

297 

383 

458 

500 

l 

181 

233 

279 

304 

IK 

370 

477 

569 

622 

IK 

227 

293 

350 

382 

12-0 

IK 

439 

566 

676 

738 

19-0 

IK 

271 

348 

416 

455 

IK 

505 

649 

776 

848 

IK 

312 

402 

480 

524 

2 

565 

727 

869 

949 

2 

351 

451 

539 

589 

K 

212 

273 

326 

356 

K 

126 

163 

194 

212 

1 

284 

366 

437 

478 

1 

172 

221 

265 

289 

IK 

354 

456 

545 

595 

IK 

215 

277 

331 

361 

12-6 

IK 

420 

541 

646 

706 

20-0 

257 

330 

395 

431 

IK 

483 

621 

742 

811 

IK 

296 

381 

455 

497 

2 

541 

696 

832 

909 

2 

332 

427 

510 

558 

K 

203 

261 

312 

341 

K 

119 

153 

183 

200 

1 

272 

351 

419 

458 

l 

163 

209 

250 

273 

IK 

339 

437 

522 

570 

IK 

205 

263 

315 

344 

13-0 

IK 

403 

519 

620 

677 

21-0 

IK 

243 

314 

375 

409 

IK 

463 

596 

712 

778 

IK 

281 

361 

432 

472 

2 

521 

670 

801 

875 

2 

315 

406 

485 

530 

K 

186 

240 

287 

313 

K 

113 

145 

174 

190 

1 

253 

326 

390 

426 

l 

154 

199 

237 

259 

IK 

315 

406 

485 

530 

IK 

194 

250 

298 

326 

14-0 

IK 

374 

482 

575 

629 

22-0 

IK 

232 

299 

357 

399 

430 

553 

661 

•  722 

IK 

268 

344 

412 

450 

2 

481 

619 

740 

808 

2 

301 

377 

462 

505 

K 

174 

225 

268 

293 

K 

108 

139 

166 

181 

1 

234 

302 

361 

394 

l 

147 

190 

227 

247 

l  K 

292 

377 

450 

491 

IK 

185 

238 

284 

310 

15-0 

IK 

347 

447 

534 

583 

23-0 

IK 

221 

284 

340 

371 

401 

515 

616 

673 

IK 

255 

328 

392 

428 

2  * 

449 

577 

690 

754 

2 

286 

369 

440 

481 

K 

162 

209 

249 

272 

K 

102 

132 

157 

172 

l 

218 

281 

336 

367 

1 

140 

181 

216 

236 

IK 

274 

353 

421 

460 

IK 

177 

227 

272 

297 

16-0 

IK 

325 

419 

500 

546 

24-0 

IK 

211 

272 

325 

355 

IK 

374 

481 

575 

628 

IK 

244 

314 

375 

410 

2 

420 

540 

645 

705 

2 

274 

353 

421 

460 

291 


CARNEGIE    STEEL    COMPANY 


TERRA  COTTA  ARCHES 

FOR 
Floor  Load  of  150  Pounds  per  Square  Foot 


d 

Depth 
of 

Depth 
of 

Depth 
of 

Limiting 

Q«0~ 

Approx,  Weight,  Lbs,  per  Sq.  Ft. 

acn 

•§ 

a 

bD 

oa 
aa 

1 

«w 

Beam, 
Inches 

Arch, 
Inches 

Floor, 
Inches 

fepan, 
Feet 

1 

HO 

1 

E 

.1 

8 

1 

Wf 

o 

g  d 

6 

6 

11 

5K 

6 

22 

30 

4 

5 

67 

i< 

|| 

7 

6 

12 

5K 

7 

22 

38 

4 

5 

76 

',':'•'• 

lj 

8 

6 

13 

5K 

8 

22 

45 

4 

5 

84 

£ 

^n^ 

£  J2 

7 

7 

12 

6 

8 

24 

30 

4 

5 

71 

& 

n    i 

"*  £ 

8 

7 

13 

6 

8 

24 

38 

4 

5 

79 

*^ 

,,°. 

o  o 

9 

7 

14 

6 

8 

24 

45 

4 

5 

86 

EH 

?#' 

^A==! 

Jj 

8 

8 

13 

6K 

8 

27 

30 

4 

5 

74 

"JJ 

•°.°; 

DDE 

.-H 

9 

8 

14 

63^ 

8 

27 

38 

4 

5 

82 

Sj 

li«: 

.2  ° 

10 

8 

15 

6  y% 

8 

27 

45 

4 

5 

89 

';'••'. 

II 

Hc3 

9 

9 

14 

7% 

8 

29 

30 

4 

5 

76 

Sjij 

II 
II 

EH""4 

10 

9 

15 

7K 

9 

29 

38 

4 

5 

85 

12 

9 

17 

73^ 

9 

29 

53 

4 

5 

100 

.'•" 

II 

§ 

10 

10 

15 

8 

9 

31 

30 

4 

5 

79 

-, 

II 

5 

12 

10 

17 

8 

9 

31 

45 

4 

5 

94 

4 

o 

12 

12 

17 

93^ 

10 

35 

30 

4 

5 

84 

1?' 

^Jd 

15 

12 

20 

93^ 

10 

35 

53 

4 

5 

107 

15 

15 

20 

11 

12 

42 

30 

4 

5 

93 

For  flat  arches  on  raised  skews,  where  the  top  of  the  arch  is  level  with  the  top  of  the  floor  beam, 
deduct  about  7  pounds  per  inch  of  difference  between  the  height  of  the  floor  beam  and  the  arch. 


ffl 

1 

Depth 
of 
Beam, 
Inches 

Depth 
of 

Arch, 
Inches 

Rise 
of 
Arch, 
Inches 

Limiting 
Span, 
Feet 

Approx.  Weight,  Lbs.  per  Sq.  Ft, 

1 

gi 

•f 

bC 

.9 

I 

i 

\J^)           ^ 

02 

HO 

o 

E 

0 

H, 

3':^or®    o° 

6 

4 

M 

4>3 

7 

20 

27 

4 

5 

63 

n 

1 

ipf  P 
iso/  «§ 

7 
8 
9 

4 
4 
4 

1 

IK 

5 

6 

7 
7 
8 

20 
20 
20 

28 
29 
30 

4 
4 

4 

5 
5 
5 

64 
65 
67 

q 

VS'nrT 

g£ 

8 

6 

M 

5 

8 

26 

27 

4 

5 

70 

| 

ioe 

6| 

-—    Q 

9 
10 

6 
6 

l 
IK 

51A 
6 

8 
9 

26 
26 

28 
29 

4 
4 

5 
5 

71 
73 

H 

fc  nn 

s 

12 

6 

i  y<i 

63^ 

9 

26 

30 

4 

5 

74 

§ 

ife 

1     !l 

10 
12 

8 
8 

H 

6 

9 
9 

31 
31 

27 
28 

4 
4 

5 
5 

76 

77 

Ul 

|p3\      ^^ 

12 

8 

IK 

10 

31 

29 

4 

5 

79 

||m        2, 

15 

8 

7 

10 

31 

30 

4 

5 

80 

?V-i          o 

12 

10 

%>/ 

5  *^t 

10 

34 

V>7 

4 

5 

80 

gi'^t!     ^ 

12 

10 

1 

6^2 

11 

34 

28 

4 

5 

82 

i>!^^ 

Z/^ 

15 

10 

IK 

7 

11 

34 

29 

4 

5 

83 

15 

10 

IK 

73^ 

12 

34 

30 

4 

5 

85 

TERRA  COTTA  PARTITION,  CEILING,  ROOFING  AND 
FURRING  BLOCKS 


Thick- 
ness, 
Inches 

Approx,  Weight,  Pounds  per  Sq,  Foot 

Thick- 
ness, 
Inches 

Approx.  Weight,  Pounds  per  Sq.  Fotot 

Partition 

Ceiling 

Roofing 

Furring 

Partition   Ceiling 

Roofing 

Furring 

2 
3 

12-14 
15-17 

12 
20 

20 

9 
10 

4 
5 
6 

16-18 
18-20 
24-26  1 

22 

292 


FLOOR   CONSTRUCTION 


REINFORCED  CONCRETE  BEAMS  AND  FLOOR  SLABS 

To  give  a  complete  mathematical  analysis  of  the  stresses  which 
occur  in  reinforced  concrete  structures  is  not  within  the  scope  of 
this  book.  For  such  an  analysis  reference  may  be  made  to  standard 
text  books  on  the  theory  and  practice  of  reinforced  concrete. 

Girders  and  Floor  Beams.  The  arrangement  of  girders  and  floor 
beams  follows  the  same  principles  as  in  structural  steel  construction. 
On  short  spans  floor  cross  beams  may  be  omitted  or  used  only  at 
columns  to  secure  lateral  stiffness.  Beams  are  usually  designed  as 
tee  beams,  and  thereby  a  part  of  the  floor  slab  is  utilized  as  a  part 
of  the  beam.  The  width  of  the  slab  thus  considered  to  act  as  part 
of  the  beam  should  not  exceed  five  times  the  slab  thickness. 

Floor  Slabs.  Reinforcement  may  be  of  small  rods,  wires  or  metal 
fabric,  the  latter  especially  on  short  spans.  Cross  reinforcement  of 
small  rods  or  wires  about  two  feet  apart  laid  parallel  to  the  beam 
supporting  the  slab  should  be  used  to  prevent  cracks,  shrinkage, 
etc.  If  the  length  of  the  slab  exceeds  1^  times  its  width,  the 
entire  load  should  be  carried  by  transverse  reinforcement.  The 
distribution  of  the  load  on  a  rectangular  slab  supported  on  four 
sides  and  reinforced  in  both  directions  may  be  approximately 
determined  by  the  formula  R=l4-s-  (!4+b4),  where  R  is  the  ratio  of 
the  load,  1  the  length  and  b  the  width  of  the  slab.  An  effective 
bond  should  be  provided  at  the  junction  of  beam  and  slab,  and  if 
the  principal  reinforcement  of  the  slab  is  parallel  to  the  beam, 
transverse  reinforcement  should  be  used  extending  over  the  beam 
and  well  into  the  slab. 

Spacing  of  Reinforcing  Bars.  The  lateral  spacing  of  parallel  bars 
should  not  be  legs  than  2^  diameters,  nor  should  the  clear  vertical 
space  between  layers  of  bars  be  less  than  ^  inch.  The  distance 
from  the  edge  or  side  of  the  beam  or  slab  should  not  be  less  than 
two  diameters. 

Shear  or  Web  Reinforcement.  In  the  calculation  of  web  reinforcement, 
concrete  may  be  assumed  to  carry  Y±  to  %  of  the  total  shear;  the 
remainder  to  be  taken  by  additional  reinforcement  arranged  in 
intervals  equal  to  the  depth  of  the  beam.  The  usual  method  of 
reinforcing  beams  against  failure  by  diagonal  tension  or  shear  is 
to  use  bent  rods  or  stirrups  in  either  vertical  or  inclined  position. 
The  longitudinal  spacing  of  such  rods  or  stirrups  should  not  exceed 
%  of  the  depth  of  the  beam. 

Formulas.  The  following  formulas  are  those  approved  by  the 
Committee  of  the  American  Society  of  Civil  Engineers  on  Concrete  and 
Reinforced  Concrete  (Proceedings.  VoL  XXXIX— No.  2.  February.  1913.) 

293 


CARNEGIE  STEEL  COMPANY 


REINFORCED  CONCRETE  BEAMS — NOTATION 

Rectangular  Beams,  Reinforcement  for  Tension  only. 

is    =Tensile  unit  stress  in  steel,  in  pounds  per  sq.  inch. 

fc    =Compressive  unit  stress  in  concrete,  in  pounds  per  sq.  inch. 

Es  =Modulus  of  elasticity  of  steel,  in  pounds  per  sq.  inch. 

Ec  =Modulus  of  elasticity  of  concrete,  in  pounds  per  sq.  inch. 

n     ^Elasticity  ratio,  Es-=-Ec. 

M  =Bending  moment,  in  inch  pounds. 

Ms=Moment  of  resistance  of  steel,  in  inch  pounds. 

Mc=Moment  of  resistance  of  concrete,  in  inch  pounds. 

A    =Area  of  steel  section,  in  square  inches. 

b     =  Width  of  beam,  in  inches. 

d     =Depth  of  beam  to  center  of  steel  reinforcement,  in  inches. 

k     =Ratio  of  depth  of  neutral  axis  to  effective  depth,  d. 

j      =Ratio  of  lever  arm  of  resisting  couple  to  depth,  d. 

z     =Distance,  top  to  resultant  of  compression,  in  inches. 

jd   =Arm  of  resisting  couple,  in  inches=d — z. 

p     =Ratio  of  steel  area  to  area  of  rectangle,  bd,=A-*-bd. 

kd  =Distance  from  top  of  beam  to  neutral  axis,  in  inches. 

Tee  Beams. 

b  =Width  of  flange,  in  inches. 

b'  =  Width  of  stem,  in  inches. 

t  =Thickness  of  flange,  in  inches. 

p  =Ratio  of  steel  area  to  area  of  rectangle,  bd,=A-^bd. 

Rectangular  Beams,  Reinforced  for  Compression. 

A7  =Area  of  compressive  steel,  in  square  inches. 

p'  =Steel  ratio  for  compressive  steel. 

f's  =Unit  compressive  stress  in  steel,  in  pounds  per  sq.  inch. 

C  =Total  compressive  stress  in  concrete,  in  pounds  persq.inch. 

Cx  =Total  compressive  stress  in  steel,  in  pounds  per  sq.  inch. 

d'  =Depth  to  center  of  compressive  steel,  in  inches. 

z  =Depth  to  resultant  of  C+C',  in  inches. 

Shear  and  Bond. 

V    =Total  shear,  in  pounds. 

fv    =Unit  shearing  stress  in  concrete,  in  pounds  per  sq.  inch, 
fu   =Unit  bonding  stress  in  concrete,  in  pounds  per  sq.  inch. 
50  =Sum  of  the  perimeters  of  the  tension  bars. 

294 


FLOOR  CONSTRUCTION 


REINFORCED  CONCRETE  BEAMS— FORMULAS 

Rectangular  Beams,  Reinforced  for  Tension  only. 

r*-fc-»!     i  kd  =d(^/2pn+  (pn)2  -pn) 

z     =ikd 

Ms==fsAjd       =       fspjbda 
Mc==  |fckjbd2 

M  M 

Ajd 
2M 


Steel  ratio,  balanced  reinforcement,  p    = 


2nA 

Neutral  axis  in  flange — 
use  formulas  for  rectangular  beams. 

Neutral  axis  in  stem — 


t(3kd — 2t) 
3  (2kd— t) 


Ms=fsAjd 


M 
Ajd 


fcn(l-k) 


fcbt  (kd-jt)Jd 
c~    "         kd 


f     _ 
c  ~ 


Rectangular  Beams,  Reinforced  for  Compression. 

kd  =d 

l*-fer+i 


4k3d+2p'nd'  (k- 


nfc(l-k) 


6M 


Shear  and  Bond. 

Rectangular  Beams 

T  Beams 


295 


CARNEGIE  STEEL  COMPANY 


The  formulas  are  based  upon  the  following  assumptions: 

1.  The  applied  forces  are  perpendicular  to  the  neutral  plane. 

2.  The  deformation  of  any  fiber  is  proportional  to  its  distance 
from  the  neutral  axis. 

3.  The  resisting  moment  of  the  beam  is  the  sum  of  the  moments 
above  the  neutral  axis,  due  to  the  concrete  area  in  compression, 
and  of  those  below  the  neutral  axis,  due  to  the  steel  area  in  tension. 

4.  The  tensile  strength  of  the  concrete  is  negligible. 

Bending  Moments.  If  slabs  and  girders  are  reinforced  over  supports 
to  take  care  of  negative  bending  moments,  they  act  as  continuous 
beams,  and  the  bending  moment  at  the  center  of  the  span  will  be 
reduced.  It  is  considered  good  practice  to  use  the  following  values: 

Floor  slabs,  M   at  center  and  at  supports=rV  wl2. 

Beams,  M  at  center  and  at  supports=T12  wl2  for  interior 
spans,  and  jV  wl2  f°r  end  spans. 

If  beams  are  freely  supported  at  ends,  M=|  wl2. 

Columns.  Columns  may  be  reinforced  by  means  of  longitudinal 
bars,  by  bands  or  hoops,  or  by  both.  The  general  effect  of  the 
banding  or  hooping  is  to  permit  the  use  of  somewhat  higher  working 
stresses;  the  value  p,  given  in  the  formula  which  follows,  refers  to 
longitudinal  steel  reinforcement  only: 

P  =total  load  on  columns,  in  pounds. 
Ac=area  of  concrete,  in  square  inches. 
As=area  of  steel,  in  square  inches. 

fk  =unit  compressive  stress  in  steel,  in  pounds  per  sq.  inch: 
P   =fc  (Ac+nAs)          fk=nfc. 

Working  Stresses.  The  following  working  stresses  are  in  current  use 
for  reinforcing  bars  of  medium  structural  steel  and  good  Portland 
cement  and  gravel  concrete  of  a  1:2:4  or  1:23^:5  mixture: 

fc=unit  compressive  stress  of  concrete 650  Ibs.  per  sq.  in. 

fv=unit   shearing   stress   of  concrete, 

straight  reinforcement 30  to    40      "      "    "    " 

special  shear  reinforcement....    60  to  100      "      "    "    " 
fu=unit    bond    stress    of     concrete, 

smooth  rods 60  to    80      "      "    "    " 

deformed  bars 100  to  175      "      "    "    " 

fs  =unit  tensile  stress  of  steel 16,000     "      "    "    " 

fk=unit  compressive  stress  of  steel.  .         10,000      "      "    "    " 
n  =ES-EC=15. 

For  approximate  calculations,  the  arm  of  the  resisting  couple,  jd, 
may  be  taken  at  |d,  and  ordinarily  accepted  working  stresses 
will  not  be  exceeded  if  the  steel  ratio,  p,  does  not  exceed  0.01. 

296 


FLOOR  CONSTRUCTION 


Explanation  of  Tables.  Reinforced  Concrete  Slabs:  The  tables 
given  on  page  298  are  based  upon  the  preceding  formulas  for  rect- 
angular beams,  and  upon  fiber  stresses  of  650  pounds  per  square 
inch  for  concrete,  20,000  pounds  for  steel  wire  reinforcement,  and 
16,000  pounds  for  steel  bar  or  rod  reinforcement. 

The  bending  moments  are  given  in  foot  pounds  per  foot  of  width; 
below  and  to  the  left  of  the  zigzag  lines  the  values  are  determined 
by  the  maximum  allowable  fiber  stress  on  steel;  above  and  to  the 
right  they  are  determined  by  the  maximum  allowable  stresses  in 
concrete. 

The  first  column  gives  the  total  thickness  of  the  slab,  the  sec- 
ond, the  distance  from  the  center  of  the  steel  to  the  bottom  of  the 
slab,  and  the  third  the  approximate  weight  of  concrete  slabs  one 
foot  square. 

EXAMPLE. — Eequired  the  reinforcement  for  a  slab  continuous  at  four  sides 
and  5  inches  thick  to  carry  a  superimposed  load  of  150  pounds  per  square  foot 
over  a  clear  span  of  8  feet. 

Assuming  the  weight  of  the  concrete  slab  in  pounds  at  twelve  times  the 
thickness  of  the  slab  in  inches,  then  the  weight  of  the  slab  per  foot  is  12x5=60 
pounds,  and  the  total  weight,  W,  for  a  span  of  8  feet  is  (60+150)x8=1680 
pounds. 

M=WL-^-  12 =1680x8 -H  12=1120  foot-pounds. 

If  triangle  mesh  is  used,  the  steel  area  required  by  upper  table,  page  298, 
computed  for  a  5  inch  slab,  is,  by  interpolation,  0.185  square  inches,  equivalent 
by  table,  page  299,  to  triangle  mesh  style  number  41. 

If  medium  structural  steel  bars  or  rods  are  used,  the  required  area,  by 
the  lower  table,  page  298,  is  0.24  square  inches,  and  the  sizes  may  be  taken 
from  page  92. 


297 


CARNEGIE  STEEL  COMPANY 


REINFORCED  CONCRETE  SLABS 
BENDING  MOMENTS  IN  FOOT  POUNDS  PER  FOOT  OF  WIDTH 

Allowable  Fiber  Stress:  Steel,  20,000  and  Concrete,  650  Pounds  per  Sq.  Inch 
Es-  EC  =  15 


Slab  of  1  Sq.  Ft. 

Area  of  Steel  Reinforcement  in  Square  Inches  per  Foot  of  Width 

Is 

II 

3-3 

|f 

ji  c 

II 

.04 

.06 

.08 

.10 

.12 

.14 

.16 

.18 

.20 

.25 

.30 

.35 

.40 

.45 

.50 

2V, 

H 

30 

108 

160 

211 

261 

295 

311 

325 

342 

353 

377 

3 

/•i 

36 

140 

207 

273 

338 

404 

468  I  499 

520 

538 

574 

599 

&A 

% 

42 

173 

256 

338 

419 

499 

578 

656 

724 

V50 

808 

858 

900 

4 

34 

48 

205 

304 

401 

498 

594 

689 

783 

876 

96911068 

1135 

1194 

1245 

54 

237 

352 

465 

577 

688 

798 

907 

1015 

1123|l354 

1439 

1516 

1584 

1644 

5 

1 

60 

377 

500 

621 

740 

857 

972 

1087 

1201 

1486 

1605 

1690 

1766 

1834 

1894 

1 

66 

421 

560 

697 

832 

965 

1097 

1228 

1359 

1682 

1950 

2056 

2151 

2236 

2312 

6  1  1 

72 

624 

777 

928 

1076 

1222 

1367 

1512 

1875 

2234  12449 

2563 

2666 

2760 

6^1  1 

78 

691 

859 

1025 

1189 

1352 

1514 

1675 

2075 

2469 

2858 

3002 

3124  3235 

7 

1 

84 

939 

1120 

1300 

1479 

1657 

1833 

2271 

?703 

3131 

3466 

3609  3741 

7V4 

1/4 

90 

978 

1168 

1356 

1543 

1729 

1913 

2370 

2821 

3268 

1711)3863  4005 

8 

ji/ 

1?60 

1466 

1670 

187? 

?,07? 

?568 

3057 

354? 

40231  4387|  4556 

1M 

102 

1358 

1578 

1797 

2015 

2231 

2765 

3292 

3815 

4334 

4850J5122 

9 

1H 

103 

1637 

1863 

2088 

2311 

2864 

3412 

3955 

4493 

502615416 

9H 

iHi 

114 

1749 

1990 

2231 

2471 

3063 

3649 

4230 

4806 

53781  5945 

10 

1H 

120 

2119 

2375 

2630 

3261 

3886 

4506 

5120!  5730)  6335 

Allowable  Fiber  Stress:  Steel,  16,000  and  Concrete,  650  Pounds  per  Sq.  Inch 

Es  H-  Ec=15 


Slab  of  1  Sq.  Ft. 

Area  of  Steel  Reinforcement  in  Square  Inches  per  Foot  of  Width 

l! 

jr 

2H 
3 
VA 
4 
Wi 
5 

5H 

6 

6H 
7 

7y2 

8 
8^ 
9 
9H 
10 

wy2 
11 
U1A 

12 

Distance, 
d,  Inches 

fl 

P=£ 

.10 

.20 

.30 

.40 

.50 

.60 

2922 
3431 
3974 
4234 

.70 

.80 

.90 

1.00 

1.10 

1.25 

1.50 

H 

% 
% 
*A 
X 

IX 
11A 
IX 

VA 

iy* 

11A 

m 
i% 
1% 

2 

30 
36 
42 
48 
54 
60 
66 
72 
78 
84 
90 
96 
102 
108 
114 
120 
126 
132 
138 
144 

209 
272 
335 
398 
461 
497 
558 
621 
686 
751 
783 

353 

599 
858 
1135 
1235 
1412 
1600 
1787 
1975 
2162 
2257 
2446 
2634 
2730 
2919 
3109 
3205 
3395 
3586 
3681 

1245 

1584 
1766 

Yibi 

2349 
2596 
3844 
2969 
3218 
3467 
3594 
3845 
4096 
4222 
4475 
4726 
4852 

1894 
2312 
2760 
3205 
3515 
3669 
3977 
4288 
4444 
4757 
5068 
5224 
5537 
5850 
6007 

4173 

4465 
5097 
5734 
6069 
6543 
6974 
7192 
7625 
8058 
8276 

5309 
5982 
6338 
7063 

7826 

5494 
6206 
6574 
7330 
8120 
8525 
93.)9 

5674 
6410 
6790 
7575 
8392 
8817 
9681 
10575 
11037 

9079 
9972 
10898 
11376 

9432 
10369 
11337 

11858 

9939 
10936 
119C9 
12494 

525 
650 
775 
900 
961 
1087 
1213 
1340 
1466 
1531 
1658 
1785 
1849 
1977 
2104 

4728 
5099 
5283 
5656 
6027 
6213 
6588 
6960 
7148 

8163 
8652 
9145 
9393 

10224 
10500 

Concrete  mixture  1:2:4  or  1:2^:5  carefully  graded. 

298 


FLOOR    CONSTRUCTION 


TRIANGLE  MESH  CONCRETE  REINFORCEMENT 

AMERICAN   STEEL   AND   WIRE   COM  PANT   STANDARD 

:.$$r* 

S&°" 

Vgj%  ;••"•'                Triangle  Mesh  Reinforcement                  \|f£ 

if 

,  ^S^i'7 

ism 

,y  y  y  y  \JL 

m 

Ultimate  Strength 
(minimum),  85,000  Ibs. 
per  square  inch 

vVVvV 

Longitudinal  Wires, 
Spaced  4"  Centers 

T   -  A  r      :    * 

Elastic  Limit  (mini-        {     M     %—fl£=3£=i            rross  Wirps 
mum),  55,000  Ibs.  per       \J\/\f\7\/                    !  s  Wires, 
square  inch                           7\T\7\7YT\          P                       *"" 

Triangle  Mesh  is  a  woven  fabric  of  cold  drawn  steel  wire,  providing  a 

continuous  reinforcement,  an  even  distribution  of  metal,  and  a  perfect  bond. 

Made  with  both  single  and  stranded  tension  members  in  lengths  up  to 

300  feet  and  in  widths  up  to  58  inches. 

TRIANGLE  MESH—  STYLES,  AREAS,  AND  WEIGHTS 

Style 
Number 

Longitudinal  Wires 

Cress  Wires 

Total  Area 
for 
One  Foot 

Width, 
Sq.In. 

Approximate 
Weight  of 
100  Sq.  Ft., 
Pounds 

Number 
in 
Each 

A.S.&W. 
Co. 
Gauge  No. 

Area 
per  Foot, 
Sq.In. 

A.S.&W. 
Co. 
Gauge  No. 

Area 
per  Foot, 
Sq.In. 

*  4 

6 

.087 

14 

.025 

.102 

43 

5 

8 

.062 

14 

.025 

.077 

34 

6 

10 

.043 

14 

.025 

.058 

27 

*  7 

12 

.026 

14 

.025 

.041 

21 

*23 

w 

.147 

12  y2 

.038 

.170 

72 

24 

4 

.119 

12  y2 

.038 

.142 

62 

25 

5 

.101 

12  y2 

.038 

.124 

55 

*26 

1 

G 

.087 

12  y2 

.038 

.110 

50 

*27 

1 

8 

.062 

12  y2 

.038 

.085 

41 

28 

1 

10 

.043 

12  y2 

.038 

.066 

34 

29 

1 

12 

.026 

12  H 

.038 

.049 

28 

31 

2 

4 

.238 

12  y2 

.038 

.261 

106 

32 

2 

5 

.202 

12H 

.038 

.225 

92 

33 

2 

6 

.174 

12  y2 

.038 

.196 

82 

34 

2 

8 

.124 

12  H 

.038 

.146 

63 

35 

2 

10 

.086 

12  H 

.038 

.109 

50 

36 

2 

12 

.052 

12  H 

.038 

.075 

37 

*38 

3 

4 

.358 

12^2 

.038 

.380 

151 

39 

3 

5 

.303 

12  Yi 

.038 

.325 

130 

40 

3 

6 

.260 

12  H 

.038 

.283 

.   114 

41 

3 

8 

.185 

12  H 

.038 

.208 

87 

*42 

3 

10 

.129 

12M 

.038 

.151 

66 

43 

3 

12 

.078 

12  H 

.038 

.101 

47 

Rolls—  Lengths:  150,  200  and  300  feet.    Widths:  18,  22,  26,  30,  34,  38,  42,  46,  50,  54,  and  58  inches. 

Triangle  Mesh   is  furnished  either  with  or  without  galvanizing;  unless  otherwise  specified 
material  will  be  shipped  not  galvanized. 
Styles  marked*  are  usually  carried  in  stock  by  American  Steel  and  Wire  Company. 

299 


CARNEGIE    STEEL     COMPANY 


BUCKLE    PLATES 


ZL 


Buckle  Plates,  as  generally  used  on  highway  bridges  with  paved 
floors,  are  subjected  to  a  uniform  dead  load  due  to  the  weight  of  the 
roadway  paving  and  in  addition  a  concentrated  live  load  due  to  the 
weight  of  a  wagon  or  truck  wheel. 

Buckle  Plates  should  be  placed  with  the  buckle  turned  down;  then 
the  live  load  which  can  be  placed  on  a  buckle  in  addition  to  the 
uniform  dead  load  can  be  obtained  from  the  formula  given  below, 
using  the  following  notation. 

W=Total  allowable  concentrated  load  on  buckle  plate,  in  pounds. 

w  =Uniform  load,  in  pounds  per  square  foot. 

d  =Rise  of  buckle,  in  inches. 

1  =Length  of  buckle,  in  inches. 

b  =  Width  of  buckle,  in  inches. 

t  =Thickness  of  buckle  plate,  in  inches, 

300  fdt  —  0.525  wlb 


6d+T5t 

The  following  table  gives  for  a  fiber  stress  of  9000  pounds  the 
maximum  concentrated  live  load  in  pounds  allowed  on  buckles  (turned 
down),  in  addition  to  a  uniform  load  of  120  pounds  per  square  foot. 


Thickness  of 
Buckle  Plate, 
Inches 

Rise,  d,  in  Inches 

2 

21A 

3 

3J* 

% 

20000 

22000 

22000 

22500 

%6 

30000 

33000 

34000 

34000 

% 

41000 

45000 

47000 

47500 

7/16 

53000 

58000 

61000 

63000 

The  allowable    uniformly  distributed    load    per  buckle  may  be 
obtained  from  the  formula, 

w  =  12  fdt. 
When  the  buckles  are  turned  up,  use  one-third  of  above  values. 


300 


FLOOR    PLATES 


BUCKLE  PLATES 

AMERICAN   BRIDGE    COMPANY     STANDARD 


11 


I    Size  of  Buckle 


Widths  of  Flanges  and  Fillets 


Plates  are  steel  M",  ii,",  ^"  or  ^  thick. 

Plates  of  greater  length  than  given  in  table  may  be  made  by  splicing  with  bars,  angles,  or  tees. 

All  plates  are  made  with  buckles  up,  unless  otherwise  ordered.  When  buckles  are  turned  down, 
a  drain  hole  should  be  punched  in  the  center  of  each  buckle  and  should  be  shown  on  sketch. 

Buckles  of  different  sizes  should  not  be  used  as  it  increases  the  cost  of  the  plate. 

Connection  holes  are  generally  for  %",  M"  or  %"  rivets  or  bolts.  Different  sized  holes  in 
same  plate  will  increase  the  cost  of  the  plate. 

Spacing  for  holes  length  wise  of  plate  should  be  in  multiples  of  3"  and  should  not  exceed  12". 
Odd  spaces  to  be  at  end  of  plate  and  in  even  %".  Minimum  spacing  crosswise  4J^",  usually  6". 

Die  number  must  be  shown  on  drawings. 

Sketches  for  Buckle  Plates  should  indicate  allowable  overrun  in  length  and  width. 

301 


CARNEGIE  STEEL   COMPANY 


TROUGH  PLATES 


ELEMENTS  OF  TROUGH  PLATES 


Single  Section 

Riveted  Section 

Section 
Index 

Size, 
Inches 

Weight                a 

d, 

Inches 

Weight  per 
Square  Foot, 
Pounds 

Section 
Modulus, 
OneFoot  Width, 
Inches8 

M  14 

9Hx3M 

23.2 

8 

6^ 

34.8 

15.58 

M  13 

91^  x3% 

21.4 

8 

6% 

32.1 

14.28 

M  12 

9  VA  x  3  % 

19.7 

8 

6J4 

29.6 

13.00 

M  11 

9^  x3% 

18.0 

8 

6K 

27.0 

11.79 

M  10 

9^x334 

16.3 

8 

6 

24.5 

10.69 

ALLOWABLE  UNIFORM  LOAD  IN  POUNDS  PER  SQUARE  FOOT 


Span 
in 
Feet 

Fiber  Stress,  16900  Lbs.  per  Sq.  In. 

Fiber  Stress,  12000  Lbs.  per  Sq.  In. 

M14 

M13 

M12 

Mil 

M10 

M14 

M13 

M12 

Mil 

MIO 

5 

6647 

6093 

5547 

5030 

4561 

4986 

4570 

4160 

3773 

3421 

6 

4616 

4231 

3852 

3493 

3167 

3462 

3173 

2889 

2620 

2376 

7 

3392 

3109 

2830 

2567 

2327 

2543 

2331 

2124 

1925 

1745 

8 

2597 

2380 

2167 

1965 

1782 

1948 

1785 

1625 

1474 

1336 

9 

2052 

1880 

1712 

1553 

1408 

1539 

1410 

1284 

1164 

1058 

10 

1662 

1523 

1387 

1258 

1140 

1246 

1142 

1040 

943 

855 

11 

1373 

1259 

1146 

1039 

942 

1030 

944 

860 

780 

707 

12 

1154 

1058 

963 

873 

792 

866 

793 

722 

655 

594 

13 

983 

901 

821 

744 

675 

738 

676 

615 

558 

506 

14 

848 

777 

707 

642 

582 

636 

583 

531 

481 

436 

15 

739 

677 

616 

559 

507 

554 

509 

462 

419 

381 

16 

649 

595 

542 

491 

445 

487 

446 

406 

368 

334 

17 

575 

527 

480 

435 

395 

431 

395 

360 

328 

296 

18 

513 

470 

428 

388 

352 

385 

353 

321 

291 

264 

19 

460 

422 

384 

349 

316 

345 

316 

288 

261 

237 

20 

415 

381 

347 

314 

285 

312 

286 

260 

236 

214 

The  values  given  in  above  tables  are  the  safe  loads  per  square  foot  of  fioor 
surface  and  are  based  upon  the  average  resistance  of  the  riveted  portion  within 
distance  a. 

The  weight  of  the  plates  are  included  in  the  safe  loads  and  must  be  deducted 
to  obtain  the  net  superimposed  safe  load. 

Safe  loads  for  other  fiber  stresses  than  those  given  in  table  may  be  obtained 
from  the  values  given  by  direct  proportion  of  the  fiber  stresses. 

The  weight  per  square  foot  does  not  include  the  weight  of  rivet  heads  or 
other  details. 

302 


FLOOR   PLATES 


CORRUGATED  PLATES 


ELEMENTS  OP  CORRUGATED  PLATES 


LJJ-U&lG     WWVpBi 

Section 

Section 
Index 

Size, 
Inches 

Weight  per 
Foot, 
Pounds 

Inches 

d, 
Inches 

Weight  per 
Square  Foot, 
Pounds 

Modulus, 
One  Foot 
Width, 

Inches* 

M  35 

12^  x  '2% 

23.7 

12A 

2Ji 

23.3 

4.39 

M  34 

12i3gx2}3, 

20.8 

12A 

21e3 

20.4 

3.84 

M  33 

12A  x  2% 

17.8 

12i3a 

2M 

17.5 

3.28 

M32 

8%x  12-g 

12.0 

8M 

1^ 

16.5 

1.95 

M  31 

8^  X  Ii9g 

10.1 

8H 

1A 

13.8 

1.55 

M  30 

8^  x  13^ 

8.1 

m 

1H 

11.5 

1.10 

ALLOWABLE  UNIFORM  LOAD  IN  POUNDS  PER  SQUARE  FOOT 


gpj^           Fiber  Stress,  16000  Ibs.  per  sq.  in. 

Fiber  Stress,  12000  Ibe.  per  sq.  in. 

*«*       M35 

M34 

M33 

M32 

M31 

M30 

M35 

M34 

M33 

M32 

M31 

M30 

5 

1873 

1638 

1400 

832 

661 

469 

1405 

1229 

1050 

624 

496 

352 

6 

1301 

1138 

972 

578 

459 

326 

976 

853 

729 

433 

344 

244 

7 

956 

836 

714 

425 

337 

240 

717 

627 

536 

318 

253 

180 

8 

732 

640 

547 

325 

258 

183 

549 

480 

410     244 

194 

138 

9 

578 

506 

432 

257 

204 

145 

434 

379 

324 

193 

153 

109 

10 

468 

410 

350 

208 

165 

117 

351 

307 

262 

156 

124 

88 

11 

387 

339 

289 

172 

137 

97 

290 

255 

217 

129 

103 

73 

12 

325 

284 

243 

144 

115 

82 

244 

213 

182 

108 

86 

61 

13 

277 

242 

207 

123 

98 

69 

208 

182 

155 

92 

73 

52 

14 

239 

209 

179 

106 

84 

60 

179 

157 

134 

80 

63 

45 

15 

208 

182 

156 

92 

74 

52 

156 

137 

117 

69 

51 

39 

The  values  given  in  above  tables  are  the  safe  loads  per  square  foot  of 
floor  surface  and  are  based  upon  the  average  resistance  of  the  riveted  portion 
within  distance  a 

The  weight  of  the  plates  are  included  in  the  safe  loads  and  must  be 
deducted  to  obtain  the  net  superimposed  safe  load. 

Safe  loads  for  other  fiber  stresses  than  those  given  in  table  may  be 
obtained  from  the  values  given  by  direct  proportion  of  the  fiber  stresses. 

The  weight  per  square  foot  does  not  include  the  weight  of  splice  bars, 
rivet  heads  or  other  details. 

303 


CARNEGIE   STEEL   COMPANY 


CHECKERED  PLATES 


F 


ELEMENTS  OF  CHECKERED  PLATES 


Section 
Index 

Width,  a 

Thickness, 
t, 
Inches 

Weight  per 
Square  Foot, 
Pounds 

Section 
Modulus  for 
OneFoot  Width. 
Inches3 

Minimum, 
Inches 

Maximum, 
Inches 

M  54 

12 

60 

H 

21.4 

0.500 

M  53 

12 

60 

I7f5 

18.9 

0.383 

M  52 

12 

60 

ZA 

16.3 

0.281 

M  51 

12 

60 

irk 

13.8 

0.195 

M  50 

12 

60 

y* 

11.2 

0.125 

M  49 

12 

48 

A 

8.7 

0.070 

ALLOWABLE  UNIFORM  LOAD  IN  POUNDS  PER  SQUARE  FOOT 


Fiber  Stress,  16000  Pounds  per  Square  Inch 

Fiber  Stress,  12000  Pounds  per  Square  Inch 

in 
Feet 

M54 

M53 

M52 

M51 

M50 

M49 

M54 

M53 

M52 

M51 

M50 

M49 

1 

5333 

4083 

3000 

2083 

1333 

746 

4000 

3064 

2248 

1560 

1000 

560 

2 

1333 

1021 

750 

520 

333 

187 

1000 

766 

562 

390 

250 

140 

3 

593 

454 

333 

232 

148 

83 

444 

340 

250 

173 

111 

62 

4 

333 

255 

188 

130 

83 

47 

250 

191 

141 

97 

63 

5 

213 

163 

120 

83 

53 

160 

122 

90 

62 

6 

148 

113 

83 

58 

111 

85 

62 

7 

109 

83 

61 

82 

63 

8 

83 

64 

62 

9 

66 

The  values  given  in  above  table  are  the  safe  loads  per  square  foot  of 
plates  supported  on  two  sides  only  and  are  based  upon  the  resistance  of 
rectangular  sections,  12  inches  by  the  net  section,  t. 

The  weight  of  the  plates  are  included  in  the  safe  loads  and  must  be 
deducted  to  obtain  the  net  superimposed  safe  load. 

Safe  loads  for  other  fiber  stresses  than  those  given  in  table  may  be 
obtained  from  the  values  given  by  direct  proportion  of  the  fiber  stresses. 

304 


ROOF  CONSTRUCTION 


ROOFS  AND  ROOF  LOADS 

The  design  of  roofs  and  the  selection  of  suitable  roofing  materials 
depend  on  the  character  of  the  building,  whether  monumental, 
public,  residence,  mill  or  shop;  permanent  or  temporary;  geo- 
graphical location  as  regards  allowance  for  snow  and  wind  loads, 
and  also  availability  of  materials  and  familiarity  of  workmen 
with  the  construction;  atmospheric  conditions  as  concerns  presence 
of  industrial  or  other  plants  producing  deleterious  gases;  water- 
tightness  or  resistance  of  the  roof  layers  to  penetration  of  water, 
snow  or  ice  under  storm  and  long  continued  exposure;  wind 
resistance  or  the  strength  of  materials  to  resist  displacement  of 
the  entire  surface  or  disruption  between  points  of  support;  type 
and  pitch  of  roof,  whether  self-supporting  on  wide  spans  or 
requiring  the  use  of  sheathing,  and  whether  materials  can  be  laid 
safely  on  steep  surfaces. 

A  good  roof  on  a  permanent  structure  should  be  fireproof  from 
within  as  well  as  without,  made  of  refractory  materials  supported 
by  equally  refractory  framing.  It  should  last  without  repair  as 
long  as  the  building  stands  without  repair.  Its  maintenance  cost 
should  be  low  and  its  materials  purchased  on  the  probable  life  and 
service  of  the  structure. 

Snow  Loads.  The  snow  loads  on  roofs  vary  with  the  geographical 
location,  the  altitude  and  humidity  of  the  place,  and  with  the  slope 
of  the  roof.  Where  snow  is  likely  to  occur,  the  minimum  load  per 
horizontal  square  foot  of  roof  should  be  taken  at  25  pounds  for  all 
slopes  up  to  20  degrees;  this  load  to  be  reduced  one  pound  for  each 
degree  of  increase  in  slope  up  to  45  degrees,  above  which  no  snow 
load  need  be  considered.  In  severe  climates  these  loads  should  be 
increased  in  accordance  with  actual  conditions.  Regard  should 
also  be  taken  to  the  possibility  of  partial  snow  load  with  local 
concentration. 

Wind  Loads.  These  vary  also  with  the  geographical  location  and 
the  slope  of  the  roof,  and,  when  not  fixed  by  building  laws,  are 
usually  taken  as  acting  horizontally  at  40  pounds  per  square  foot 
on  vertical  surfaces  of  the  most  exposed  structures,  and  30  pounds 
on  less  exposed  structures.  On  inclined  surfaces  only  the  normal 
components  of  the  wind  pressure  need  be  considered.  The  following 
normal  pressures  are  based  on  the  formula  given  by  Hutton: 
Pn  =  P(sina)  l-84cosa — i,  wiiere  P  is  the  direct  horizontal 
pressure  assumed  at  30  pounds  per  square  foot  on  the  vertical 
surface  and  Pn  the  normal  pressure  on  a  unit  of  surface,  sloping 
at  angle  a  with  the  horizontal. 

305 


CARNEGIE    STEEL    COMPANY 


NORMAL  WIND  PRESSURE,  IN  POUNDS  PER  SQUARE  FOOT 


Slope 

a° 

Pressure,  Pn, 
per 
Square  Foot, 
Pounds 

Slope 

ct° 

Pressure,  Pn, 
per 
Square  Foot, 
Pounds 

Slope 

a° 

Pressure,  Pn, 
per 

Square  Foot, 
Pounds 

Slope 

a° 

Pressure,  Pn, 
per 
Square  Foot, 
Pounds 

5 
10 
15 

3.9 
7.2 
10.7 

20 
25 
30 

13.8 
17.0 
19.9 

35 
40 
45 

22.6 
25.0 
27.0 

50 
55 
60 

28.6 
29.6 
30.0 

For  other  pressures  than  30  pounds  per  square  foot,  the  values 
given  above  change  in  proportion.  For  slopes  over  60°  the  values 
given  for  60°  are  applied. 

Combined  Roof  Loads.  In  climates  corresponding  to  that  of 
Pittsburgh,  and  where  the  roof  loads  are  not  fixed  by  building 
laws,  ordinary  roofs  up  to  80  feet  span  should  carry  the  following 
minimum  loads  per  square  foot  of  exposed  surface,  applied  verti- 
cally, to  provide  for  dead,  wind  and  snow  loads  combined. 


Roof  Covering 


'Roof  Load 

per 

Square  Foot, 
Pounds 


Gravel  or       [on  boards,  flat  slope,  1  to  6  or  less 

Compositionj  on  boards,  steep  slope,  more  than  1  to  6 
Roofing          [on  3  inch  flat  tile  or  cinder  concrete 
Corrugated  sheeting  on  boards  or  purlins 

fon  boards  or  purlins 

Ion  3  inch  flat  tile  or  cinder  concrete 
Tile  on  steel  purlins 


Slate 


50 
45 
60 
40 
50 
65 
55 
45 


For  roofs  in  climates  where  no  snow  is  likely  to  occur,  reduce 
these  loads  by  10  pounds  per  square  foot,  but  no  roof  or  any  part 
thereof  should  be  designed  for  a  total  live  and  dead  load  less  than 
40  pounds  per  square  foot. 

Roof  Covering.  As  stated  above,  suitable  protection  of  a  building 
against  rain,  snow,  etc.,  depends  on  the  character  and  location 
of  the  building,  and  the  slope  or  pitch  of  the  roof.  Tin,  tar,  gravel, 
asphalt  roofings  and  similar  compositions  are  used  for  flat  roofs; 
slate,  tiles,  and  tin  are  used  for  slant  roofs  of  public  buildings  and 
residences,  shingles  for  smaller  dwelling  houses,  and  corrugated 
sheeting  for  shops  and  warehouses.  Slate,  tile,  tin,  and  shingles 
are  usually  attached  to  a  layer  of  planking,  called  sheathing, 
which  in  turn  is  supported  by  rafters,  often  called  jack  rafters, 
resting  upon  the  roof  purlins,  or  placed  directly  upon  the  purlins 
of  the  roof. 


ROOF    CONSTRUCTION 


APPROXIMATE  WEIGHT  OF  ROOFING  MATERIAL 


Roofing  Material 


Weight 

per 

Sq.  Foot, 
Pounds 


Copper,  Xo.  22  B.  W.  G 

Corrugated  galvanized  iron,  No.  20  B.  W.  G 

Corrugated  galvanized  iron,  No.  26  B.  W.  G 

Felt,  2  layers 

Felt  and  asphalt  or  coal-tar 

Gass,   Ys  inch  thick 

Lath  and  plaster  ceiling 

Lead,  J  3  inch  thick 

Mackite,  1  inch  thick,  with  plaster 

Sheathing,  hemlock,  1  inch  thick 

Sheathing,  white  pine,  spruce,  1  inch  thick 

Sheathing,  yellow  pine,  1  inch  thick 

Shingles,  6x18  inches,  6  inches  to  weather 

Skylight,  glass  ^  to  Yi  inch,  including  frame 

Slag  roof,  4-ply,  with  cement  and  sand , 

Slate,  K  inch  thick,  3  inch  double  lap 

Slate,  i\  inch  thick,  3  inch  double  lap , 

Terneplate,  1C 

Terneplate,  IX 

Tiles  (plain),  10^x6^x5-6  inches,  5M  inches  to  weather  . . 
Tiles  (Spanish),  14^x10^  inches,  7\i  inches  to  weather.. 
Zinc,  No.  20  B.  W.  G  .  . 


Roof  Trusses.  Trusses  are  used  where  wide  roof  openings  are  to  be 
spanned;  they  form  a  structure  of  compression  and  tension  members 
and  produce  vertical  reactions  under  vertical  loads;  the  total  load 
of  the  roof,  that  is,  the  weight  of  the  truss,  purlins,  roof  covering, 
ceiling,  and  often  also  the  snow  and  wind  load,  is  usually  considered 
a  uniformly  distributed  load,  equally  divided  between  the  two 
supports  and  producing  equal  and  vertical  end  reactions. 

The  purlins  usually  rest  on  the  upper  chord  of  the  truss,  trans- 
mitting to  the  latter  the  load  of  the  roof  covering,  the  wind  and 
snow  load,  that  of  the  jack  rafters  and  their  own,  and  are  often  so 
arranged  as  to  carry  the  dead  load  directly  to  the  truss  joints  or 
panel  points  to  avoid  transverse  stresses.  The  distance  between 
two  consecutive  joints  of  the  top  chord  is  the  panel  length,  the  dis- 
tance between  two  adjacent  trusses  the  bay  length. 

The  transverse  strength  of  the  sheathing  or  of  the  corrugated 
iron  used  for  the  roof  covering  generally  determines  the  spaces 
between  the  jack  rafters  or  the  purlins.  These  purlins  or  rafters 
are  small  steel  shapes,  such  as  beams,  channels  and  angles,  or 
wooden  beams,  if  the  roof  is  not  of  fireproof  construction. 

Weight  of  Trusses.  As  a  basis  for  the  preliminary  design  of  a  steel 
truss  for  a  given  span,  I.,  and  a  roof  load  of  about  40  pounds  per 
square  foot,  the  approximate  weight  is: 

Vs  ("v/L  +  Vs  L)  pounds  per  horizontal  square  foot. 

For  greater  loads  multiply  formula  by  ratio:  load  per  sq.  ft.  -*•  40. 


307 


CARNEGIE  STEEL   COMPANY 


TRUSSES — FORMULA  FOR  STRESSES  AND  LENGTHS 
w  w 

W 


n  =  L/H  =  2  cot  a 


2W 


3W 


SIMPLE  FINK  TRUSS 

SIMPLE  FAN  TRUSS 

Member]             Stress 

Length 

Member 

Stress 

Length 

Aa 

+  <C.\nT+4             xW 

U  L  seca 

Aa 

+  ^n*'+40!in2+5)  xW 

v6  L  seca 

Bb 

+  Vnfe('in2  +  l)xW 

U  L  sec  a 

Bb 

+2^n'2+4('%n1+6)xW 

Vi  Lseca 

La 
Lc 

—  %n                       xW 
—  ton                        x  W 

Vt  L  sec2  a 
L  (1—  Mi  sec'a) 

Cc 

Vn2+4  (y«n*  +  0  "W 

Ve  Lseca 

!      La 

—  %n                       x  W 

V»L  sec'a 

ab 

1        "                      xW 

H  Lseca  tana                Ld 

—  %n                        xW 

L  (1—  \<i  sec'a) 

\a*+4 

,                          b  b 

n\'n4+40n2+144jtW 

V(J  Jst-c'a          ,         ,  . 

II  *<d 

—  yji.                      xW 

V«L  sec2  a 

4W 


COMPOUND  FINK  STRUSS 

COMPOUND  FAN  TRUSS 

Member 

Stress                       Length 

Member 

Stress                       Length 

Aa 

+  %V?+4            xW 

H  Lseca 

Aa 

VnH^OVi^  +  llJxW 

V,a  L  seca 

Bb 

+  TrT=('4n'+5)xW 

Vi  Lseca 

Bb 

~'~Tcf^(»yi2n2+9)  xW 

W*  L  seca 

Ce 

1      •       ^.roj,CT 

y»  L  seca 

Cc 

+-^=(.*n'+7)  xW 

Vn  L  seca 

Df 

+_pL-(%Bt+1)  xW 

H  Lseca 

Df 

+  Vn^('V.n2+5)  xW 

Hi  L  seca 

La 

-'An                       xW 

Vd  Lsec'a 

Eg 

x^^J7^(3yi2n!+3)xW 

M2  L  seca 

Lc 

Lg 

—  %n                        xW 
—  n                          xW 

VsLsec'a 
L(l—  Misec'a) 

Fh 
La 

+"\P+4^ly*n?  +  1)  xW 
—  Hin                       xW 

'4  L  sec2  a 

ab.ef 

+  WT4 

%  L  secatana 

Ld 
Li 

—  <!in                       xW 
—  %n  xW 

y»Lsec2a 
L(l-',4secla) 

Vn^+T                 "W 

fg.gh/ 

^  ^\  —  Q—  +sec2atan'a 

bc.de 
dg 

—  y.n                       x  W 

WLsec'a 
ViLsec'a 

de 

+^=                 xW 

y«  Lseca  tan  a 

fg 

—  %n                        x  W 

H  Lsec'a 

cd,  ef 

—  yzn                        xW 

V4Lsec2a 

ei 

—  %n                       xW 

M*  L  sec2  a 

hi 

—  %n                       xW 

MiLsec'a 

Coefficients  for  Calculating  Lengths  of  Truss  Members 


Values  of  n 

3        | 

24A 

2  cot  30° 

4 

2% 

5 

6 

Values  of  a 

33°41'24" 

30°15'23" 

30° 

26°33'54" 

22°37'12'/ 

21°48'5" 

18°26'  6" 

sec    a 
sec2  a 
sec  a  tan  a 

1.2018 
1.4444 
0.8012 

0.8958 

1.1577 
1.3403 
0.6753 

0.7778 

1.1547 
1.3333 

0.6667 

0.7698 

1.1180 
1.2500 
0.5590 

0.6718 

1.0833 
1.1736 
0.4514 

0.5781 

1.0770 
1.1600 
0.4308 

0.5608 

1.0541 
1.1111 
0.3514 

0.4969 

l/^fa+sec^ata^a 

308 


ROOF    CONSTRUCTION 


TRUSS] 

ES- 
* 

V 

-COEFFICIENTS 

OF 

{ 

* 

V 

STRESS] 
w 

as 
c  w 

k  Cf> 

R  W 

V 

r 

T 

R 

7\ 

^A 

d 

U-    -              T 

1 

w 

2W 

n  =  L/H  =  2  cot  a 

Lr_ 

3 

Member 

n 

=  Span-i- 

Height  =  2  cot  a 

Member 

n  =  Span  -f 

Height  =  2  cot  a 

3 

247 

2  cot 
30° 

3.00 
2.50 
2.60 
1.73 
0.87 
0.87 

I4 

24/5 

5 

6 

3 

24/7 

2  cot 
30° 

4 

245 

5 

6.73 
5.59 
5.99 
6.25 
3.75 
121 
2.50 

6 

Aa 
Bb 
La 
Lc 
ab 
be 

2.70 
2.15 
2.25 
1.50 
0.83 
0.75 

2.98 
2.47 
2.57 
1.71 
0.86 
0.86 

3.35 

2.91 
3.00 
2.00 
0.89 
1.00 

3.90 
3.52 
3.60 
2.40 
0.92 
1.20 

4.04 
3.67 
3.75 
2.50 
0.93 
1.25 

4.74 

4.43 
4.50 
3.00 
0.95 
1.50 

Aa 
Bb 
Cc 
La 
Ld 
ab.bc 
cd 

4.51 
3.54 
3.40 
3.75 
2.25 
0.93 
1.50 

4.98 
3.96 
3.95 
4.30 
2.57 
0.99 
1.71 

5.00 
4.00 
4.00 
4.33 
2.60 
1.00 
1.73 

5.59 
4.55 
4.70 
5.00 
3.00 
1.08 
2.00 

6.50 
5.38 
5.73 
6.00 
3.60 
1.18 
2.40 

7.91 

6.64 
7.27 
7.50 
4.50 
1.34 
3.00 

^ 

!AaV   ( 

V"c 
:\ 

g 

W 

> 

f 
I 
n=L/H=2cota 

r 

t_ 

W 
i  T? 

i 

$ 

N 
i^W 
feu^l 

g 

'  1 

r 

3 

4W 

6W 

Member 

n 

=  Span  -H 

Height  = 

2  cot  a 

Member 

n 

=  Span  H-  Height  = 

2  cot  a 

3 

24/7  IS? 

4 

24/5 

5 

6 

3 

24/7 

2  cot 
30° 

11.00 
10.00 
10.00 
9.50 
8.50 
8.50 
9.53 
7.79 
5.20 
1.00 
2.60 
1.73 
2.60 
4.33 

4 

12.30 
11.25 
11.40 
10.96 
9.91 
10.06 
11.00 
9.00 
6.00 
1.08 
2.68 
2.  co 
3.00 
5.00 

24/5 

5 

6 

Aa 
Bb 
Ce 
Df 
La 
Lc 
Lg 
ab.ef 
cd 
bc.de 
dg 
fg 

6.31 
5.76 
5.20 
4.65 
5.25 
4.50 
3.00 
0.83 
1.66 
0.75 
1.50 
2.25 

6.95 
6.44 
5.94 
5.43 
6.00 
5.14 
3.43 
0.86 
1.73 
0.86 
1.71 
2.57 

7.00 
6.50 
6.00 
5.50 
6.07 
5.20 
3.46 
0.87 
1.73 
0.87 
1.73 
2.60 

7.83 
7.38 
6.93 
6.48 
7.00 
6.00 
4.00 
0.89 
1.79 
1.00 
2.00 
3.00 

9.10 
6.72 
8.33 
7.95 
8.40 
7.20 
4.80 
0.92 
1.85 
1.20 
2.40 
3.60 

9.42 
9.05 
8.68 
8.31 
8.75 
7.50 
5.00 
0.93 
1.86 
1.25 
2.50 
3.75 

11.07 
10.75 
10.43 
10.12 
10.50 
9.00; 
6.00 
0.95 
1.90 
1.50 
3.00 
4.50 

Aa 
Bb 
Cc 
Df 

Eg 
Fh 

Ld 
Li 
ab,  be,  fg,  gh 
de 
cd.ef 
ei 
hi 

9.92 
8.95 
8.81 
8.25 
7.28 
7.14 
8.25 
6.75 
4.50 
0.93 
2.50 
1.50 
2.25 
3.75 

10.91 
9.91 
9.91 
9.40 
8.41 
8.40 
9.43 
7.71 
5.14 
0.99 
2.59 
1.71 
2.57 
4.29 

14.30 
13.18 
13.53 
13.15 
12.02 
12.38 
13.20 
10.80 
7.20 
1.18 
2.77 
2.40 
3.60 
6.00 

14.81  17.39 
13.6616.13 
14.0716.76 
13.70  16.44 
12.55  15.18 
12.95  15.93 
13.7516-50 
11.2513.50 
7.50  9.00 
1.21   1.34 
2.79  2.85 
2.50!  3.00 
3.75  4.50 
6.25  7.50 

The  pitch  of  a  truss  is  the  ratio  of  the   rise  or  height  to  the  span   length   of 
Pitch  =  H/L  =  i/n.     n  =  L/H=  1  /pitch. 
To  obtain  the  stress  in  any  member  of  a  given  truss,  multiply  the  corresponding  co< 
the  panel  load  W. 
Compression  members  are  designated  by  +  and  tension  members  by  — 

the   truss, 
efficient  by 

309 


CARNEGIE    STEEL    COMPANY 


TRUSSES — FORMULAS  FOR  STRESSES  AND  LENGTHS 

W  W 


2W 


=  L/H  =  2cota 


3W 


PRATT  TRUSS—  4  PANELS 

PRATT  TRUSS—  6  PANELS 

Member 

Stress 

Length 

Member               Stress 

Length 

Aa.Bb 
La 
Lc 
ab 
be 

+  Mi/n2+  4xW 
—  M     n          xW 
—  y%     n         xW 
+  1                 xW 

H 

H 

H 

L  sec  a 
L 
L 

Aa,  Bb 
Cd 
La 
Lc 
Le 
ab 
cd 
be 
de 

+  %1/n2  +   4 

xwy8 

xwy0 

xW% 

XW% 

xwyM 

xW|%  ! 

L  sec  a 
L  sec  « 
L 
L 
L 

h 

+     1/112+   4 

—  SA    n 
—        n 

—  %    n 

+  1 

+  8/2 

—  U-i/n.2+16 

/L2+16h2. 

—  yt-j/n2+36 

4W 


n=L/H=2cota 


PRATT  TRUSS—  8  PANELS 

PRATT  TRUSS—  10  PANELS 

Member 

Stress 

Length 

Member 

Stress 

Length 

Aa,  Bb 
Cd 
Df 
La 
Lc 
Le 
Lg 
ab 
cd 
ef 
be 
de 
fg 

+%1/n2+  4xW 

y$     L  sec  a 
^     L  sec  a 
Vs     L  sec  a 
%     L 

ys   L 
y8   L 

V4     L 

y4   h 

%     h 
%     h 

Aa,  Bb 
Cd 
Df 
Eh 
La 
Lc 
Le 
Lg 
Li 
ab 

+%1/n3  +  4      xW 

A     L  sec  a 
A     L  sec  a 
A     L  sec  a 
A     L  sec  a 
A     L 
A     L 
A     L 
A     L 
^     L 
%     h 
%     h 
%     h 
¥s     h 

+8/2i/n2+  4xW 

+  2-j/n2+4      xW 
+7/4-y/n2+4      xW 
+3/2-j/ii2+4      xW 
-%     n            xW 
-2     n            xW 
—  %     n            xW 
—3/2     n            xW 
—  %     n            xW 
+  1                    xW 
+%                   xW 
+  2                     xW 
+%                    xW 

+%-J/n2  +  4xW 
-%     n          xW 
-%     n          xW 
—  r/4     n          xW 
-        n          xW 
+  1                  xW 
+%                 xW 
+  2                   xW 

—  i/4-/n2  +  l6xW 
—  1/4-J/I12  +  36XW 
—  y4i/n2+64xW 

ysi/L2+  I6h2       cd 

ys-/L2+64h2 

gh 
be 
de 
fg 
hi 

—  V4-/n2+   16xW 
—  %i/n2+   36  xW 

A-/L2+18  fa* 
A-/L2+  36h2- 

—  Hi/n2+   64  xW 

—  y4-J/n2.  +  100xW 

Ai/I^+lOOM 

310 


ROOF    CONSTRUCTION 


TRUSSES—  COEFFICIENTS 
W 

OF  STRESSES 
w 

P 

\fe 

\]a£\i 

t 

2W 

n=L/H=2cot  a 

j 

L 

3W 

Member 

n  =  Span  -=-  Height  =  2  cot  a 

Member 

n  =  Span  -v-  Height  =  2  cot  a 

3 

24/7 

2  cot 
30° 

4    j  24/5 

5 

6 

3 

1  2  cot 
'      30J 

4 

24/5 

5 

6 

Aa,  Bb 
La 
Lc 
ab 
be 

2.70 
2.25 
1.50 
1.00 

1.25 

2.98 
2.57 
1.71 
1.00 
1.32 

3.00 
2.60 
1.73 
1.00 

1.32 

3.35 
3.00 
2.00 
1.00 
1.41 

3.90 
3.60 
2.40 
1.00 
1.56 

4.04 
3.75 
2.50 
1.00 
1.60 

4.74 
4.50 
3.00 

1.00 
1.80 

Aa.Bb 
Cd 
La 
Lc 
Le 
ab 
cd 
be 
de 

4.51 
3.61 
3.75 
3.00 
2.25 
1.00 
1.50 
1.25 
1.63 

4.96 
3.97 
4.29 
3.43 
2.57 
1.00 
1.50 
1.32 
1.73 

5.00 
4.00 
4.33 
3.46 
2.60 
1.00 
1.50 
1.32 
1.73 

5.59 
4.47 
5.00 
4.00 
3.00 
1.00 
1.50 
1.41 
1.80 

6.50 
5.20 
6.00 
4.80 
3.60 
1.00 
1.50 
1.56 
1.92 

6.73 
5.39 
6.25 
5.CO 
3.75 
l.CO 
1.50 
1.60 
1.95 

7.91 
6.32 
7.50 
6.CO 
4.50 
l.CO 
1.50 
1.80 
2.12 

\ 

W 

j 

=L/H=2cota 

r 

^w  w 

% 

^"2" 

!              i 

t 

J 

4W 

n= 

L--- 

5W 

Member 

Aa,  Bb 
Cd 
Df 
La 
Lc 
Le 
Lg 
ab 
cd 
ef 
be 
de 
fg 

n  =  Span  -r-  Height  =  2  cot  a 

Member 

n  =  Span  -4-  Height  =  2  cot  o 

3 

24/7  30°°' 

4 

24/5 

9.10 
7.80 
6.50 
8.40 
7.20 
6.00 
4.80 
1.00 
1.50 
2.00 
1.56 
1.92 
2.33 

9.42 
8.08 
6.73 
8.75 
7.50 
6.25 
5.QO 
1.00 
1.50 
2.00 
1.60 
1.95 
2.36 

6 

11.07 
9.49 
7.91 
10.50 
9.00 
7.50 
6.00 
1.00 
1.50 
2.00 
1.80 
2.12 
2.50 

3 

24/7 

2  cot 
30° 

9.00 
8.00 
7.00 
6.00 
7.79 
6.93 
6.06 
5.20 
4.33 
1.00 
1.50 
2.00 
2.50 
1.32 
1.73 
2.18 
2.65 

10.06 
8.94 
7.83 
6.71 
9.00 
8.00 
7.00 
6.00 
5.00 
1.00 
1.50 
2.00 
2.50 
1.41 
1.80 
2.24 
2.69 

245 

11.70 
10.40 
9.10 
7.80 
10.80 
9.60 
8.40 
7.20 
6.00 
1.00 
1.50 
2.00 
2.50 
1.56 
1.92 
2.33 
2.77 

5 

12.12 
10.77 
19.42 
8.08 
11.25 
10.00 
8.75 
7.50 
6.25 
1.00 
1.50 
2.00 
2.50 

La 

1.95 
2.36 
2.80 

6 

14.23 
12.65 
11.07 
949 
13.50 
12.00 
10.50 
9.00 
7.50 
1.00 
1.50 
2.00 
2.50 
|  1.80 
2.12 
2.50 
2.92 

6.31 
5.41 
4.51 
5.25 
4.50 
3.75 
3.00 
1.00 
1  .50 
2.00 
1.25 
1.68 
2.14 

6.95 
5.95 
4.97 
6.00 
5.14 
4.29 
3.43 
1.00 
1.50 
2.00 
1.32 
1.73 
2.18 

7.00 
6.00 
5.00 
6.06 
5.20 
4.33 
3.46 
1.00 
1.50 
2.00 
1.32 
1.73 
2.18 

7.83 
6.71 
5.59 
7.00 
6.00 
5.00 
4.00 
1.00 
1.50 
2.00 
1.41 
1.80 
2.24 

Aa.Bb 
Cd 
Df 
Eh 
La 
Lc 

Li 
ab 
cd 
ef 
gh 
be 
de 
fg 
hi 

8.11 
7.21 
6.31 
5.41 
6.75 
6.00 
5.25 
4.50 
3.75 
1.00 
1.50 
2.00 
2.50 
1.25 
1.68 
2.14 
2.61 

8.93 
7.94 
6.95 
5.95 
7.71 
6.86 
6.00 
5.14 
4.29 
1.00 
1.50 
2.00 
2.50 
1.32 
1.73 
2.18 
2.64 

311 


CARNEGIE    STEEL    COMPANY 


CORRUGATED  SHEETS 

Corrugated  sheets  are  used  for  roofs  and  sides  of  buildings.  They 
are  usually  laid  directly  upon  the  roof  purlins  and  held  in  place  by 
means  of  clips  of  steel  hoops  which  encircle  the  purlin  and  are 
placed  about  12  inches  apart.  Special  care  must  be  taken  that  the 
projecting  edges  of  the  corrugated  sheets  at  the  eaves  and  gable 
ends  of  the  roof  are  well  secured,  otherwise  the  wind  will  loosen  the 
sheets. 

Corrugated  sheets  are  made  in  the  sizes  given  on  opposite  page, 
the  size  most  generally  used  has  nominally  2^  inch  corrugations, 
(actual  width  2%  inches),  about  3^  of  an  inch  in  depth.  The  gauges 
frequently  used  for  roofing  are  Nos.  20  and  22,  U.  S.  Standard 
Gauge. 

By  one  corrugation  is  meant  the  double  curve  between  corres- 
ponding points,  and  by  depth  of  corrugation  the  greatest  deviation 
of  the  curved  surfaces  from  the  straight  line. 

One  and  one-half  corrugations  are  allowed  for  lap  in  the  width 
of  the  sheet  and  6  inches  in  the  length  for  the  usual  quarter  pitch 
roof;  one  corrugation  in  width  and  4  inches  in  the  length  of  the 
sheet  is  usually  allowed  for  sidings. 

Corrugated  sheets  are  furnished  in  standard  lengths  of  5,  6,  7,  8, 
9  and  10  feet  and  with  a  covering  width  of  24  inches,  when  laid 
with  a  lap  of  either  one  or  one  and  one-half  corrugations. 

By  experiment  it  has  been  determined  that  corrugated  sheet 
steel,  5/%  inch  deep  and  0.035  inch  thick,  spanning  6  feet,  began  to 
give  a  permanent  deflection  with  a  load  of  30  pounds  per  square 
foot,  and  that  it  collapsed  with  a  load  of  60  pounds  per  square 
foot.  The  distance  between  centers  of  purlins  should,  therefore, 
not  exceed  6  feet  and  should  preferably  be  less  than  this. 

Approximately  the  uniformly  distributed  safe  load  of  corrugated 
sheets  may  be  obtained  from  the  formulas  given  below,  using  the 
following  notations: — 

W=Total  allowable  uniform  load,  in  pounds. 
w=Allowable  uniform  load,  in  pounds  per  square  foot. 
b=Width  of  sheet,  in  inches. 
l=Unsupported  length  of  sheet,  in  inches. 
L=Unsupported  length  of  sheet,  in  feet. 
t=Thickness  of  sheet,  in  inches. 
d=Depth  of  corrugations,  in  inches. 
Then: 

w_25,000  tdb  w _ 25,000  td_ 

312 


ROOFS  AND   ROOFING 


CORRUGATED  SHEETS 

AMERICAN   SHEET  AND   TIN    PLATE   COMPANY  STANDARD 

DESCRIPTION  OF  CORRUGATED  SHEETS     AREAS  OF  CORRUGATED  SHEETS 


Corrugations 

Width,  Inches 

•si 

1 

~    c, 

~GO 
72 
84 
96 
108 
120 
144 

Sq.  Ft.  in  1  Sheet 

Sheets  in  100  Sq.  Ft. 

Width,  Inches 

Depth, 
Approx. 
Inches 

Num- 
ber 
per 
Sheet 

Full 

Sheet 

Covers 
Approx. 

Corrugations 

Corrugations 

Nomi- 
nal 

Actual 

5" 

3",2^", 

IK", 
5A" 

5" 

3",2W, 
2" 

1M", 
W 

5 
3 

2M 
2 
IX 

*A 

45k 
2% 
2% 
2A 
1M 

M 

H 
X 
X 

y* 

H 

A 

6 
9 
10 
11 
20 
26 

28 
26 
26 
26 
25 
25 

24 
24 
24 
24 
24 
24 

11.67 
14.00 
16.33 
18.67 
21.00 
23.33 
28.00 

10.83 
13.00 
15.17 
17.33 
19.50 
21.67 
26.00 

10.42 
12.50 
14.58 
16.67 
18.75 
20.83 
25.00 

8.57 
7.14 
6.12 
5.36 
4.76 
4.29 
3.57 

9.23 
7.69 
6.59 
5.77 
5.13 
4.62 
3.85 

9.60 
8.00 
6.86 
6.00 
5.33 
4.80 
4.00 

Standard  lengths  5,  6,  7,  8,  9  and  10  feet.  Max- 
imum length,  12  feet  for  5"  to  \W  corrug'n. 

CORRUGATED   SHEETS — Painted 
Weights  in  Pounds  per  100  Square  Feet 


Norn. 
Cor- 
rug. 
Inches 

Thickness,  U.  S.  Standard  Gauge  and  Decimals  of  an  Inch 

12 

14 

16 

18 

20 

21 

22 

23 

24 

25 

26 

27 

28 

.109 

.078 

.063 

.050 

.038 

.034 

.031 

.028 

.025 

.022 

.019 

.017 

.016 

5 
3 

g 

474 

339 

339 

271 
271 
271 
271 

217 

217 
217 
217 

163 
163 
163 
163 
170 

150 
150 
150 
150 
156 

136 
136 
136 
136 
142 

123 
123 
123 
123 

128 

110 
110 
110 
110 
114 
114 

96 
96 
96 
96 
100 
100 

83 
83 
83 
83 
86 
86 

76 
76 
76 
76 
79 
79 

68 
68 
68 

68 
72 
72 

CORRUGATED  SHEETS — Galvanized 
Weights  in  Pounds  per  100  Square  Feet 


Norn. 
Cor- 
rug. 
Inches 

Thickness,  U.  S.  Standard  Gauge  and  Decimals  of  an  Inch 

12 

14 

16 

18 

20 

21 

22 

23 

24 

25 

26 

27 

28 

.109 

.078 

.063 

050 

.038 

.034 

.031 

.028 

.025 

.022 

.019 

.017 

.016 

5 
3 

2X 
2 

1M 

y* 

488 

354 
354 

286 
286 
286 
286 

232 
232 
232 
232 

178 
178 
178 
178 
185 

165 
165 
165 
165 

151 
151 
151 
151 
157 

138 
138 
138 
138 

124 
124 
124 
124 
129 
129 

111 
111 
111 
111 

98 
98 
98 
98 
101 
101 

91 
91 
91 
91 
94 
94 

85 
85 
85 
85 
87 
87 

The  weights  per  100  square  feet  given  in  preceding  tables  do  not  include 
allowances  for  end  or  side  laps.  The  following  table  gives  the  approximate 
number  of  square  feet  of  sheeting  necessary  to  cover  an  area  of  100  square 
feet  and  is  based  on  sheets  of  standard  width,  96  inches  long.  If  longer  or 
shorter  sheets  are  used,  the  number  of  square  f  eet,  required  will  vary  accordingly . 

SQUARE  FEET  OF  CORRUGATED  SHEETS  TO  COVER  100  SQUARE  FEET 


qjfip  T  __ 

End  Lap,  Inches 

1 

2 

3 

4 

5 

6 

1      Corrugation 
11A           " 

110 
116 

111 
117 

112 
118 

113 
119 

114 
120 

115 
121 

i 

123 

124 

125 

120 

127 

128 

313 


CARNEGIE  STEEL  COMPANY 


STEEL  SHEET  PILING 

The  introduction  of  steel  sheet  piling  in  substitution  for  wood 
has  made  possible  the  extension  and  indeed  the  practical  rejuvena- 
tion of  the  cofferdam  method  of  making  excavations.  Its  use  has 
led  to  great  ultimate  economies,  greater  safety  in  working  and  to 
the  extension  in  size  and  depth  of  open  excavations  to  limits  which 
otherwise  were  regarded  as  impossible  of  attainment.  The  cellular 
cofferdam,  first  used  in  the  Black  Rock  Lock,  Buffalo,  is  a  very 
successful  method  for  the  elimination  of  the  expensive,  slow,  and 
not  always  reliable,  pneumatic  caisson  on  work  of  large  magnitude. 

Steel  sheet  piling  by  its  positive  interlock  enables  the  sub-surface 
diaphragms  of  diaphragm  dams  to  be  made  with  a  certainty  not 
possible  with  wooden  sheet  piling,  and  with  an  economy  not  possible 
with  concrete  by  reason  of  the  elimination  of  the  excavation 
necessary  in  the  case  of  the  ordinary  puddle  core,  concrete  core  or 
masonry  core  wall.  A  diaphragm  made  of  such  imperishable 
materials  fulfills  all  the  requirements  of  the  ordinary  core  wall  with 
the  additional  advantage  of  accommodating  itself,  by  its  flexibility, 
to  slight  irregularities  of  settlement  in  the  dam.  It  is  also  used  in 
the  construction  of  curtain  walls,  sea  walls  and  loading  slips,  founda- 
tions for  cylinder  piers,  sewers  and  trenches,  etc. 

ki  addition  to  temporary  cofferdams,  steel  sheet  piling  has  found 
large  use  in  the  construction  of  permanent  retaining  walls  for 
buildings.  Driven  before  excavation  in  soils  containing  quick- 
sand or  water-bearing  strata,  its  use  prevents  the  undermining  of 
adjacent  building  foundations  by  movement  of  the  strata.  It  also 
prevents  in  many  cases  the  delay,  expense  and  danger  of  under- 
pinning adjacent  buildings.  It  may  be  employed  in  this  way  alone 
or  reinforced  by  steel  buckstays  as  shown  in  the  illustration,  which 
represents  the  method  followed  by  D.  H.  Burnham  &  Company  in 
constructing  retaining  walls  for  the  Marshall  Field  and  Stevens 
Building,  Chicago,  where  sheeting  with  its  attached  buckstays  was 
driven  its  full  depth  and  the  basement  and  sub-basement  floors 
placed  as  the  excavation  went  forward.  The  rigidity  of  the  buck- 
stays  with  the  bracing  supported  by  the  floors  eliminated  the 
necessity  and  expense  of  shoring.  After  excavation  concrete  was 
filled  in  between  the  buckstays  and  the  total  expense  did  not 
exceed  60  per  cent,  of  its  cost  by  the  ordinary  method. 

Types.  The  Carnegie  Steel  Company  manufactures  United 
States  Steel  Sheet  Piling,  Friestedt  Interlocking  Channel  Bar 
Piling,  and  Symmetrical  Interlock  Channel  Bar  Piling. 

314 


STEEL  SHEET  PILING 


Section  at  Buckstay 


Girder 


Tie  Rod 


I 1 


Waling  Channel 


United  States  Steel  Sheet  Piling  is  a  simple,  plain,  rolled  section 
ready  for  use  as  it  comes  from  the  mill  without  further  fabrication. 
Each  piece  is  complete  in  itself  and  all  pieces  of  the  same  width  are 
interchangeable.  Its  profile  incorporates  the  advantages  of  the 
ball  and  socket  joint,  with  sufficient  clearance  in  the  interlock  for 
ease  in  driving  and  sufficient  space  for  the  use  of  a  packing  substance 
between  its  adjacent  edges  to  insure  watertightness.  United  States 
Steel  Sheet  Piling  is  more  easily  driven  and  pulled  than  any  other 
section  hitherto  placed  on  the  market.  The  reason  for  this  is 
believed  to  be  the  absence  of  a  leading  groove  combined  with  the 
line  contact  obtained  in  the  joints. 

Friestedt  Interlocking  Channel  Bar  Piling  is  a  fabricated  section 
made  of  channels  and  zee  bars;  unsymmetrical  as  regards  adjacent 
pieces,  one  channel  having  two  zee  bars  full  length  and  the  next 
adjacent  channel  being  plain,  that  is,  without  zee  bars. 

Symmetrical  Interlock  Channel  Bar  Piling  is  a  fabricated  section 
made  of  channels  and  zee  bars  in  which  each  piece  has  a  short  zee 
bar  on  one  edge  and  a  long  zee  bar  on  the  other.  The  long  zee  bar 
forms  the  interlock  with  the  next  adjacent  section,  while  the  short 
zee  reinforces  the  top  of  the  pile  and  serves  to  distribute  the  blow 
from  the  pile  driving  hammer  over  the  width  of  the  section. 

All  the  sections  have  positive  interlocks  continuous  throughout 
the  entire  length  in  both  lateral  and  horizontal  directions,  affording 
maximum  strength  against  sidewise  deflection,  distortion  or  sepa- 
ration of  the  pieces  due  to  pressures,  deformation  in  driving,  etc. 

315 


CARNEGIE  STEEL  COMPANY 


Strength  of  Section.  When  driven  and  under  pressure,  steel  sheet 
piling  must  have  strength  similar  to  that  possessed  by  any  other 
beam  loaded  equally  or  unequally  with  earth  or  water  pressure, 
and  the  resistance  of  the  piling  to  transverse  bending  can  be  calcu- 
lated by  the  known  laws  of  flexure  from  the  properties  of  the  section 
as  given  in  the  tables  on  page  317.  In  the  case  of  Symmetrical 
Interlock  Channel  Bar  Piling,  the  center  line  of  the  assemblement 
is  not  the  center  line  of  the  individual  members.  Calculations  are 
referred,  therefore,  to  a  theoretical  neutral  axis  and  give  the  pro- 
perties of  the  sections  on  the  assumption  that  when  interlocked 
they  will  act  as  a  unit.  In  the  case  of  United  States  Steel  Sheet 
Piling,  the  properties  of  the  individual  pieces  are  the  same  as  the 
properties  of  the  sections  interlocked  in  place. 

During  driving  the  sections  are  forced  to  act  as  loaded  columns, 
and  the  tables,  therefore,  show  the  radius  of  gyration  of  the  sections 
for  computing  their  compressive  resistance  under  load  or  the  blow 
of  the  pile  driving  hammer.  The  radius  of  gyration  of  the  section, 
however,  need  not  bear  any  definite  proportion  to  its  length  and 
blocks  of  wood  may  be  bolted  to  the  leads  of  the  pile  driver  if  the 
piling  shows  a  tendency  to  spring.  As  the  piling  actually  enters 
the  earth,  it  is  supported  laterally  and  stiffened  by  the  adjacent 
soil,  and  the  blows  of  the  hammer  need  but  overcome  the  friction. 
In  an  ordinary  cofferdam  braced  in  the  usual  manner,  strength  in 
the  interlock  to  resist  the  tearing  apart  of  the  sections  by  direct 
tension  in  a  longitudinal  direction  is  not  often  required,  but  if  it  is, 
United  States  Steel  Sheet  Piling  is  recommended  for  use,  as  its 
longitudinal  strength  is  greater  than  that  of  the  fabricated  sections. 
This  interlock  strength  in  a  longitudinal  direction  depends  on  the 
type  of  section,  the  opening  of  the  jaw,  the  character  of  the  soil, 
etc.,  and  can  only  be  determined  by  tests.  The  average  longitudinal 
strength  per  lineal  inch  of  medium  steel  sections  is  as  follows: 

9"      United  States  Steel  Sheet  Piling 5,600  pounds 

12  H"  38  Ib.  United 'States  Steel  Sheet  Piling 10,000      " 

15"      39  Ib.  Symmetrical  Interlock  Channel  Bar  Piling 1,500      " 

Steel  sheet  piling  is  usually  made  of  medium  steel  manufactured 
to  standard  specifications.  Where  the  construction  is  permanent 
and  possible  corrosion  is  a  serious  factor,  it  may  be  made  of  steel 
containing  about  0.50%  copper,  experiments  on  which,  as  well 
as  analyses  of  old  structures,  indicate  that  such  an  addition  goes 
very  far  towards  making  the  steel  practically  indestructible. 

Full  information  on  this  specialty  and  its  various  uses  is  given 
in  a  separate  pamphlet  entitled  "Steel  Sheet  Piling,"  copies  of 
which  can  be  had  on  request. 

316 


STEEL  SHEET  PILING 


UNITED  STATES  STEEL  SHEET  PILING 


I* 1. 

ELEMENTS  OF  SECTIONS,  Axis  x-x 


Section 
Index 

Description 

Interlocked  or  Single  Sections 

Regular 
Corner, 
Weight, 
Pounds 
per 
Lineal 
Foot 

Width 
b, 
Inches 

Single  Section 

Weight, 
Lbs.per 
Sq.Ft. 

I 
In* 

r 
In. 

S 
In.3 

S* 
In.s 

h 

Lbs.perl  Area, 
Lin.  Ft.    Sq.  In. 

2 
In. 

M  104 
M  103 

12* 

38 
16 

11.24 
4.71 

35 
21 

8.35 
1.45 

0.87 
0.56 

4.30 
1.13 

3.97 
1.51 

13  M 
9M 

38 
16 

SYMMETRICAL  INTERLOCK  CHANNEL  BAR  PILING 


COMPOSITION  AND  DIMENSIONS  OF  SECTIONS 


No. 


Designation 


10"x28  Ibs. 
10"x34  Ibs. 
12"x34  Ibs. 
12"x39  Ibs. 
15"x39  Ibs. 
15"x45  Ibs. 


Channels 


In. 


10 
10 
12 
12 
15 
15 


Lbs. 


15 

20 

20.5 

25 

33 

40 


Zees 


In. 


Lbs. 

K 


4.8 
4.8 
8.6 
8.6 
9.2 
9.2 


Dimensions,  Inches 


1  A 

1 

I 

I 

i 


ELEMENTS  OF  SECTIONS,  Axis  x-x 


No. 

Description 

Sections  Interlocked 

Single  Section 

Regular 
Comer, 
Weight, 
Pounds 
per 
Lineal 
Foot 

Width, 
Inches 

Single  Section 

Weight, 
Lbs.  per 
Sq.  Ft. 

I 
In* 

r 
In. 

S 
In.s 

S* 
In.s 

I 
In* 

r 
In. 

S 
In.« 

Lbs.  per 
Lin.  Ft. 

Area, 
Sq.  In. 

1 
2 
3 
4 
5 
6 

10 
10 
12 
12 
15 
15 

21 
26 
30 
35 
44 
51 

5.87 
7.29 
8.54 
9.86 
12.60 
14.46 

28 
34 
34 
39 
39 
45 

7.09 
10.26 
14.59 
18.66 
28.96 
36.82 

1.10 
1.19 
1.31 
1.38 
1.52 
1.60 

3.64 
5.27 
6.63 
8.48 
11.44 
14.55 

4.85 
7.03 
7.32 
9.36 
10.17 
12.93 

5.52 
6.61 
11.18 
12.63 
19.33 
21.60 

0.97 
0.95 
1.14 
1.13 
1.24 
1.22 

2.24 
2.50 
3.95 
4.23 
5.68 
6.07 

26 
31 
38 
42 
51 
58 

S*  is  the  average  section  modulus  per  horizontal  foot  of  wall  interlocked  in  place. 


317 


CARNEGIE    STEEL    COMPANY 


STRUCTURAL  TIMBER 

The  strength  of  structural  timbers  depends  upon  a  number  of 
factors;  the  kind  of  wood,  the  age  of  the  tree,  the  time  of  the  year 
in  which  it  was  felled,  the  method  of  sawing,  the  character  of  the 
seasoning  and  therewith  its  moisture  content,  the  proportion  of 
heart  wood  to  sap  wood  and  the  proportion  of  knots  to  clear  wood. 

In  consequence  of  these  variable  factors,  the  working  unit  stresses 
approved  by  the  building  laws  of  different  cities  vary  widely,  as 
well  also  as  the  unit  stresses  given  in  the  proceedings  of  the  various 
engineering  associations.  They  go  back  in  some  cases  to  the 
studies  made  in  1895  by  the  Association  of  Railway  Superintendents 
of  Bridges  and  Buildings. 

The  most  recent  studies  in  this  direction  have  been  made  by  the 
American  Railway  Engineering  Association,  and  the  tables  for 
wooden  beams  and  columns  which  follow  are  based  on  the  working 
unit  stresses  for  structural  timbers  adopted  by  that  Association. 
The  table  of  working  unit  stresses  has  been  reprinted,  by  permission, 
from  the  Manual,  edition  of  1911. 

These  unit  stresses  vary  with  the  class  of  construction.  They  are 
intended,  as  noted,  for  railway  bridges  and  trestles.  For  highway 
bridges  and  trestles  and  for  buildings  and  similar  structures,  the 
unit  stresses  may  be  increased  in  accordance  with  the  more  quiescent 
character  of  the  loading  and  freedom  from  deleterious  weather 
conditions.  The  values  are  based  on  carefully  selected  timber 
purchased  in  accordance  with  the  standard  specifications  of  the 
Association  and  subject  to  careful  inspection. 

The  commercial  timbers  which  are  in  common  use  in  building 
construction  will  not  meet  these  specifications,  and,  therefore,  the 
unit  stresses  approved  by  good  building  practice  as  evidenced  in 
the  building  laws  of  various  cities  are  rightly  lower.  The  tables 
as  they  stand  are  in  accord  with  the  average  practice  as  represented 
by  these  building  laws,  and  may,  therefore,  be  used  as  they  stand 
for  ordinary  building  work  executed  with  the  commercial  grades  of 
timber,  such  as  can  be  purchased  in  the  open  market. 

The  allowable  loads  may  be  adjusted  to  other  species  of  wood 
than  those  stated  in  the  headings  of  the  tables  and  to  other  unit 
stresses  by  the  direct  proportion  which  such  unit  stresses  bear  to 
those  for  which  the  tables  are  computed.  In  the  case  of  columns 
the  values  may  be  adjusted  to  any  working  unit  stress  by  direct 
proportion  based  on  the  relations  of  1/d. 

318 


TIMBER    SAFE    LOADS 


WORKING  UNIT  STRESSES  FOR  STRUCTURAL  TIMBER 


ADOPTED   BY   THE  AMERICAN   RAtLWAY   ENGINEERING   ASSOCIATION 

The  working  unit  stresses  given  in  the  table  are  intended  for  railroad 
bridges  and  trestles.  For  highway  bridges  and  trestles,  the  unit  stresses 
may  be  increased  25  per  cent.  For  buildings  and  similar  structures,  in  which 
the  timber  is  protected  from  the  weather  and  practically  free  from  impact, 
the  unit  stresses  may  be  increased  50  per  cent.  To  compute  the  deflection 
of  a  beam  under  long  continued  loading  instead  of  that  when  the  load  is 
first  applied,  only  50  per  cent,  of  the  corresponding  modulus  of  elasticity 
given  in  the  table  is  to  be  employed. 


319 


CARNEGIE    STEEL    COMPANY 


WOODEN  BEAMS 

The  safe  load  tables  of  wooden  beams  which  follow,  based  upon 
the  working  unit  stresses  adopted  by  the  American  Railway 
Engineering  Association,  give  the  uniformly  distributed  safe  loads 
for  rectangular  sections  one  inch  thick;  the  safe  load  for  a  beam  of 
any  thickness  is  found  by  multiplying  the  tabular  value  by  the 
thickness  of  the  beam  in  inches.  The  safe  loads  include  the  weight 
of  the  beams  and  are  computed  on  the  assumption  that  the  beams 
are  braced  against  lateral  deflection.  These  tables  also  give  mini- 
mum and  maximum  spans  and  coefficients  of  deflection. 

The  maximum  safe  loads  as  limited  by  the  allowable  shearing 
stresses  along  horizontal  axes  of  beams  have  been  calculated  from 
the  formula:  Maximum  safe  load  =  %  x  area  of  section  x  safe 
unit  stress  for  longitudinal  shear.  These  limits,  indicated  also  by 
horizontal  lines  in  the  tables,  should  not  be  exceeded  to  avoid 
failure  of  the  beam  in  horizontal  direction  of  the  grain  of  the  wood. 

The  theoretical  deflection  in  the  center  of  the  span  for  uniformly 
distributed  and  permanently  applied  loads  is  obtained  from  the 
coefficients  of  deflection  by  dividing  the  depth  of  the  beam,  in 
inches,  into  the  corresponding  coefficient;  the  result  obtained  only 
approximates  the  actual  deflection,  as  the  modulus  of  elasticity 
varies  with  the  moisture  content  of  the  wood. 

The  deflection  of  beams  intended  to  carry  plastered  ceilings  should 
not  exceed  Yseo  of  the  span;  the  tables  give  the  maximum  spans  for 
this  limit  and  for  uniform  and  permanently  applied  loads. 

For  loads  concentrated  in  the  center  of  the  span,  use  one-half  the 
values  for  the  tabular  loads  and  four-fifths  of  the  coefficients  of 
deflection.  For  special  cases  of  loading,  see  pages  170  to  175. 

EXAMPLE  1. — Required  the  thickness  and  the  approximate  deflection  of  a 
beam  of  white  oak,  14  inches  deep,  supporting  a  uniformly  distributed  and 
permanent  dead  and  live  load  of  10,000  pounds  over  a  span  of  19  feet. 

The  tabular  value  for  a  beam  one  inch  thick  and  for  a  span  of  19  feet  is 
1,261  pounds;  the  required  thickness  is  therefore  10, 000-^-1,261=8  inches,  and 
the  deflection  is  20.72-=- 14=1. 48  inches. 

EXAMPLE  2. — Required  the  safe  load  of  a  beam  of  white  pine,  8  inches 
deep  and  6  inches  thick,  without  exceeding  the  longitudinal  shearing  stress. 

The  table  gives  for  a  corresponding  beam  1  inch  thick  a  safe  load  of  747 
pounds;  the  total  safe  load  is  therefore  6  x  747=4,482  pounds,  or  the  safe  load 
which  can  be  safely  supported  over  a  span  of  8.6  feet. 

EXAMPLE  3. — Required  the  safe  load,  concentrated  in  the  center  of  a  span 
26  feet  long,  and  the  deflection  of  a  beam  of  longleaf  pine,  18  inches  deep  and 
12  inches  thick. 

The  table  gives  for  a  corresponding  beam  1  inch  thick  a  uniformly  distri- 
buted safe  load  of  1,800  pounds,  or  for  a  load  in  center  of  span  1,800-^2=900 
pounds;  for  a  beam  12  inches  wide  the  safe  load  is  therefore  900  x  12=  10,800 
pounds,  and  the  deflection  is  approximately  %  x  32. 75-^-18=1.46  inches. 

320 


TIMBER    SAFE    LOADS 


RECTANGULAR   WOODEN    BEAMS—  ONE   INCH 

THICK 

MAXIMUM  SAFE  LOADS  AND  LIMITING  SPANS 

1 

White 
Oak 

Longleaf 
Pine 

Shortleaf 
Pine 

White 
Pine 

Douglas 

Western 
Hemlock 

Spruce 

if 

Max. 

Min. 

Max. 

Min. 

Max. 

Min. 

Max. 

Min 

.  Max. 

Min. 

Max. 

Min. 

Max. 

Min. 

-g.1"1   Load, 

Span, 

Load, 

Span 

Load, 

Spj 

in. 

Load, 

Spar 

uLoad, 

Span, 

Load, 

Span, 

Load, 

Span, 

Lbs. 

Ft 

Lbs. 

Ft. 

Lbs. 

F 

,. 

Lbs. 

Ft. 

Lbs. 

Ft. 

Lbs. 

Ft. 

Lbs. 

Ft. 

2 

293 

1.7 

320 

1.8 

347 

1 

.5 

187 

2. 

L     293 

1.8 

267 

1.8 

187 

2.4 

4 

587 

3.3 

640 

3.6 

693 

3.1 

373 

4.; 

J     587 

3.6 

533 

3.7 

373 

4.8 

6 

880 

5.0 

960 

5.4 

1040 

4 

.0 

560 

6.' 

t     880 

5.5 

800 

5.5 

560 

7.1 

8 

1173 

6.7 

1280 

7.2 

1387 

6.2 

747 

8.( 

3  1173 

7.3 

1067 

7.3 

747 

9.5 

10 

1467 

8.3 

1600 

9.0  1733 

7 

.7 

933 

10.' 

7  1467 

9.1 

1333 

9.2 

933 

11.9 

12 

1760 

10.0 

1920 

10.8 

20SO 

9 

.2 

1120 

12.< 

)  1760 

10.9 

1600 

11.0 

1120 

14.3 

14 

2053 

11.7 

2240 

12.6 

2427 

10.8 

1307 

>  2053 

12.7 

1867 

12.8 

1307 

16.7 

16 

2347 

13.3 

2560 

14.4 

2773 

12 

.3 

1493 

17! 

L  2347 

14.5 

2133 

14.7 

1493 

19.0 

18 

2040 

15.0 

28SO 

16.3 

3120 

13.8 

1680 

19.; 

J  2640 

16.4 

2400 

16.5 

1680  21.4 

20 

2933 

16.7 

3200 

18.1 

3467 

15 

.4 

1867 

21  i 

1  2933 

18.2 

2667 

18.3 

1867 

23.8 

22 
24 

3227 
3520 

18.3 
20.0j 

3520  19.9 
3840  21.7 

3813 
4160 

16.9 
18.5 

2053 
2240 

23.( 
25.' 

3  3227 
7  3520 

20.0 
21.8 

2933  20.2  2053!  26.2 
3200  22.01  2240!  28.6 

COEFFICIENTS  OF  DEFLECTION  FOR  PERMANENT 

LOADS 

White 
Oak 

Long- 
leaf 
Pine 

Short- 

Span 
in 
Feet 

Short- 

Span 
in 
Feet 

leaf 
Pine, 
Western 
Hem- 

White 
Pine, 
Douglas 
Fir 

Spruce 

White 
Oak 

Long- 
leaf 
Pine 

leaf 
Pine, 
Western 
Hem- 

White 
Pine, 
Douglas 
Fir 

Spruce 

lock 

lock 

1 

0.06 

0.05 

0.05 

0.05 

0.05 

21 

25.31 

21.37 

19.67 

21 

.05 

20.20 

2 

0.23 

0 

.  1  9 

0.18 

0.19 

0.18 

22 

27.78 

23.44 

21.59 

23 

.1(3 

22.17 

3 

OJ 

>2 

0 

.44 

3.40 

0.43 

3.-1 

1 

2 

3 

30.37 

25.63 

23.5 

9 

25 

.25 

2 

4.23 

4 

>2 

0 

78 

( 

3.71 

0.76 

3.7 

3 

2 

4 

33.06 

27.91 

25.6 

9 

27 

.49 

2 

6.38 

5 

1.44 

1 

.21 

1.12 

1.19 

1.15 

25 

35.88 

30.28 

27.88 

29.83 

28.63 

6 

)7 

1 

.74 

1.61 

1.72 

l.( 

5 

2 

6 

38.80 

32.75 

30.1 

5 

32 

.27 

3 

0.96 

7 

2.81 

2.37 

2.19 

2.34 

2.24 

27 

41.85 

35.32 

32.51 

34 

.SO 

33.39 

8 

3.e 

>7 

3 

.10 

H 

2.85 

3.06 

2.1 

3 

2 

8 

45.00 

37.99 

34.9 

7 

37 

.42 

3 

5.91 

9 

4.65 

3.92 

3.61 

3.87 

3.71 

29 

48.27 

40.75 

37.51 

40 

.14 

38.52 

10 

5.7 

4 

4 

85 

t 

1.46 

4.77 

* 

i..r 

8 

3 

0 

51.66 

43.61 

40.1 

4 

42 

96 

4 

1.22 

11 

6.c 

5 

v; 

, 

5.40 

5.78 

. 

5.r 

4 

3 

1 

55.16 

46.56 

42.8 

6 

45 

.S7 

4 

4.01 

12 

8.27 

6 

98 

6.42 

6.87 

6.60 

32 

58.78 

49.61 

45.67 

48.88 

46.90 

13 

9.7 

0 

8 

19 

' 

r.54 

8.07 

' 

-.7 

4 

3 

3 

62.51 

52.76 

48.5 

7 

51 

.98 

4 

9.88 

14 

11.25 

9 

r>o 

8.74 

9.36 

8.98 

34 

66.35 

56.01 

51.56 

55 

18 

52.95 

15 

12.S 

2 

10 

90 

1 

3.04 

10.74 

1( 

1 

3 

5 

70.32 

59.35 

54.6 

4 

58 

47 

5 

6.11 

16 

14.6 

9 

12 

40 

1 

1.42 

12.22 

1 

I.'T 

3 

3 

6 

74.39 

62.79 

57.8 

(3 

61 

SO 

5 

9.36 

17 

16.59 

14 

00 

12.89 

13.79 

13.24 

37 

78.58 

66.33 

61.06 

65.34 

62.70 

18 

18.6 

0 

1.5 

70 

1' 

1.45 

15.47 

1' 

4 

3 

8 

82.89 

69.96 

64.4 

0 

68 

92 

6 

6.14 

19 

20.7 

2 

17 

49 

1( 

3.10 

17.23 

1( 

3 

3 

9 

87.31 

73.69 

67.8 

4 

72 

<i() 

6 

9.6G 

20 

22.96 

19.38 

17.84 

19.09 

18.32 

40 

91.84 

77.52 

71.36 

76.37 

73.28 

MAXIMUM 

SPANS  IN  FEET  FOR  PERMANENT  LOADS 

Depth  of  Beam  in  Inches 

Species  of  Timber 

2       4 

6 

8 

10  |  12  |  14  1  16      18  |  20  |  22  |  24 

White  Oak 

2.3   4.7 

7.0 

9.. 

511.6  13.9  16.3ll8.620 

2'25.6 

27.9 

Longleaf  Pine 

2.8   5.5 

8 

3 

11.0|l3.8il6.5il9.3  22.024 

.827.630.3I33.1 

Short  leaf  ] 

>ine 

3.0    6.0 

9 

0 

12.( 

315.017.920.923.9i26 

.929. 

932.9 

35.9 

Western  H 

emlcx 

ck 

3.0   6.0 

9 

0 

12.( 

315.017.920.923.926 

.929. 

9,32.9 

35.9 

White  Pine,  Douglas  Fir 

2.8   5.6 

8.4 

11.2|l4.0|l6.7|l9.522.3i25 

.1127. 

930.7 

34.5 

Spruce 

2.9   5.8 

8.7  ll.( 

3J14.6I17.5I20.4I23.3I26 

1132.0 

37.9 

321 


CARNEGIE    STEEL    COMPANY 


RECTANGULAR    WOODEN    BEAMS—  ONE    INCH    THICK 
DOUGLAS  FIR 

ALLOWABLE  UNIFORM  LOAD  IN  POUNDS 
Maximum  Bending  Stress,  1200  Pounds  per  Square  Inch 

Span 
in 
Feet 

Depth  of  Beam  in  Inches 

2 

4 

6 

8 

10 

12 

14 

16 

18 

20 

22 

24 

2 
3 

4 
5 

6 
7 
8 
9 
10 

11 
12 
13 
14 
15 

16 
17 
18 
19 
20 

21 
22 
23 
24 
25 

26 
27 
28 
29 
30 

31 
32 
33 
34 
35 

36 
37 
38 
39 
40 

293 

687 

880 

1173 

1467 

1760 

2053 

2347 

2640 

2933 

3227 

3520 
3491 
3339 
3200 
3072 

2954 

2844 
2743 
2648 
2560 

2477 
2400 
2327 
2259 
2194 

2133 
2076 
2021 
1969 
1920 

267 
178 
133 
107 

89 
76 
67 

533 

427 

356 
305 
267 
237 
213 

194 
178 

800 
686 
600 
533 
480 

436 
400 
369 
343 
320 

300 

1067 
948 
853 

776 
711 
656 
610 
569 

533 

502 
474 
449 

427 

1333 

1212 
1111 
1026 
952 
889 

833 

784 
741 
702 
667 

635 

606 
580 
556 

1745 
1600 
1477 
1371 
1280 

1200 
1129 
1067 
1011 
960 

914 
873 
835 
800 

768 

738 
711 
686 

2010 
1867 
1742 

1633 
1537 
1452 
1375 
1307 

1244 
1188 
1136 
1089 
1045 

1005 
968 
933 
901 
871 

843 

817 

2276 

2133 

2008 
1896 
1796 
1707 

1625 
1552 
1484 
1422 
1365 

1313 
1264 
1219 
1177 
1138 

1101 
1067 
1034 
1004 
975 

948 

2541 
2400 
2274 
2160 

2057 
1964 
1878 
1800 
1728 

1662 
1600 
1543 
1490 
1440 

1394 
1350 
1309 
1271 
1234 

1200 
1168 
1137 
1108 
1080 

2807 
2667 

2540 
2424 
2319 
2222 
2133 

2051 
1975 
1905 
1839 

1778 

1720 
1667 
1616 
1569 
1524 

1481 
1441 
1404 
1368 
1333 

3227 

3073 
2933 
2806 
2689 
2581 

2482 
2390 
2305 
2225 
2151 

2082 
2017 
1956 
1898 
1844 

1793 
1744 
1698 
1655 
1613 

Horizontal  lines  indicate  the  limit  for  resistance  to  shear  in  the  horizontal  direction  of  the  grain. 

322 


TIMBER    SAFE    LOADS 


RECTANGULAR    WOODEN    BEAMS—  ONE    INCH    THICK 
LONGLEAF  PINE 
ALLOWABLE  UNIFORM  LOAD  IN  POUNDS 
Maximum  Bending  Stress,  1300  Pounds  per  Square  Inch 

Span 
in 
Feet 

Depth  of  Beam  in  Inches 

2 

4 

6 

8 

10 

12 

14 

16 

18 

20 

22 

24 

2 
3 

4 
5 

6 

I 

9 
10 

11 
12 
13 

14 
15 

16 
17 
18 
19 
20 

21 
22 
23 
24 
25 

26 

27 
28 
29 
30 

31 
32 
33 
34 
35 

36 
37 
38 
39 
40 

820 

640 

960 

1280 

1600 

1920 

2240 

2560 

2880 

8200 

8620 

8840 

289 
193 
144 
116 

96 
83 

72 

578 
462 

385 
330 
289 
257 
231 

210 
193 

867 
743 
650 
578 
520 

473 
433 
400 
371 
347 

325 

1156 
1027 
924 

840 
770 
711 
660 
616 

578 
544 
514 
487 
462 

1444 

1313 
1204 
1111 
1032 
963 

903 

850 
802 
760 
722 

688 
657 
628 
602 

1891 
1733 
1600 
1486 
1387 

1300 
1224 
1156 
1095 
1040 

991 
945 
904 
867 
832 

800 
770 
743 

2178 
2022 

1887 

1769 
1665 
1573 
1490 
1416 

1348 
1287 
1231 
1180 
1132 

1089 
1049 
1011 
976 
944 

913 

885 

2465 

2311 
2175 
2054 
1946 
1849 

1761 
1681 
1608 
1541 
1479 

1422 
1370 
1321 
1275 
1233 

1193 
1156 
1121 
1088 
1057 

1027 

2753 
2600 
2463 
2340 

2229 
2127 
2035 
1950 
1872 

1800 
1733 
1671 
1614 
1560 

1510 
1463 
1418 
1377 
1337 

1300 
1265 
1232 
1200 
1170 

3041 
2889 

2751 
2626 
2512 
2407 
2311 

2222 
2140 
2064 
1992 
1926 

1864 
1806 
1751 
1699 
1651 

1605 
1562 
1521 
1482 
1444 

3496 

3329 
3178 
3040 
2913 
2796 

2689 
2589 
2497 
2411 
2330 

2255 
2185 
2119 
2056 
1998 

1942 
1890 
1840 
1793 
1748 

3782 
3617 
3467 
3328 

3200 
3082 
2971 
2869 
2773 

2684 
2600 
2521 
2447 
2377 

2311 
2249 
2189 
2133 
2080 

Horizontal  lines  indicate  the  limit  for  resistance  to  shear  in  the  horizontal  direction  of  the  grain. 

CARNEGIE    STEEL    COMPANY 


RECTANGULAR    WOODEN    BEAMS—  ONE    INCH    THICK 

SHORTLEAF  PINE,  WESTERN  HEMLOCK  AND  WHITE  OAK 

ALLOWABLE  UNIFORM  LOAD  IN  POUNDS 
Maximum  Bending  Stress,  1100  Pounds  per  Square  Inch 

Span 
in 
Feet 

2 
3 
4 
5 
6 
7 
8 
9 
10 
11 
12 
13 
14 
15 

16 
17 
18 
19 
20 
21 
22 
23 
24 
25 
26 
27 
28 
29 
30 

31 
32 
33 
34 
35 
36 
37 
38 
39 
40 

Depth  of  Beam  in  Inches 

2 

4           6 

8 

10 

12 

14 

16 

18         20 

22 

24 

347 

693 

1040 

1387 

1733 

2080 

2427 

2773 

3120 

3467 

3813 

4160 

245 
163 
122 

98 
82 
70 
61 

652 
"489" 
391 
326 
279 
245 
217 
196 
178 
163 

880 
"733" 
629 
550 
489 
440 
400 
367 
338 
314 
293 
275 

1304 

1117 

978 
869 

782 

711 
652 
602 
559 
522 
489 
460 
435 
412 
391 

1528 
1358" 

1956 

1222 
1111 
1019 
940 
873 
816 
764 
719 
679 
643 
611 
583 
556 
531 
509 

1760 

Teoo" 

1467 
1354 
1257 
1173 
1100 
1035 
978 
926 
880 
838 
800 
765 
733 
704 
677 
652 
629 

2396 
2178 
7996 

2607 
2407 
2235" 

1843 
1711 
1597 
1497 
1409 
1331 
1261 
1198 
1141 
1089 
1042 
998 
958 
921 
887 
856 
826 
799 
773 
749 

3046 
2829 

2086 
1956 
1841 
1738 
1647 
1564 
1490 
1422 
1361 
1304 
1252 
1203 
1159 
1118 
1079 
1043 
1009 
978 
948 
920 
894 
869 

2640 
2475 

3259 
3055 

3697 
3480 
3287 

2329 
2200 
2084 
1980 
1886 
1800 
1722 
1650 
1584 
1523 
1467 
1414 
1366 
1320 

1278 
1238 
1200 
1165 
1131 
1100 
1070 
1042 
1015 
990 

2876 
2716 

4141 
3911 
3705 

2573 
2444 
2328 
2222 
2126 
2037 
1956 
1880 
1811 
1746 
1686 
1630 
1577 
1528 
1482 
1438 
1397 
1358 
1321 
1287 
1254 
1222 

3113 
2958 
2817" 
2689 
2572 
2465 
2366 
2275 
2191 
2113 
2040 
1973 
1908 
1849 
1793 
1740 
1690 
1643 
1599 
1557 
1517 
1479 

3520 

3352 

3200 
3061 
2933 
2816 
2708 
2608 
2514 
2428    i 
2348 
2271 
2200 
2133 
2071 
2011 
1956 
1903 
1853 
1805 
1760 

Upper,  middle,  and  lower  horizontal  lines  indicate  the  limits  for  resistance  to   shear  in  the 
horizontal  direction  of  the  grain  of  Shortleaf  Pine,  White  Oak,  and  Hemlock  respectively. 

324 


TIMBER  SAFE  LOADS 


RECTANGULAR    WOODEN    BEAMS—  ONE   INCH    THICK 

WHITE  PINE 

ALLOWABLE  UNIFORM  LOAD  IN  POUNDS 
Maximum  Bending  Stress,  900  Pounds  per  Square  Inch 

Span 
in 
Feet 

Depth  of  Beam  in  Inches 

2 

4 

6 

8 

10 

12 

14 

16 

18 

20 

22 

24 

2 
3 
4 
5   ! 

6 
7 
8 
9 
10 

11 
12 
13 
14 
15 

16 
17 
18 
19 
20 

21 
22 
23 
24 
25 

26 
27 
28 
29 
30 

31 
32 
33 
34 
35 

36 
37 
38 
39 
40 

187 

373 

560 

747 

933 

1120 

1307 

1493 

1680 

1867 

2053 

2240 

133 
100 
80 

67 
57 
50 

320 

267 
229 
200 
178 
160 

145 
133 

514 
450 
400 
360 

327 

300 
277 
257 
240 

225 

711 
640 

582 
533 
492 
457 
427 

400 
377 
356 
337 
320 

909 
833 
769 
714 
667 

625 
588 
556 
526 
500 

476 
455 
435 
417 

1108 
1029 
960 

900 
847 
800 
758 
720 

686 
655 
626 
600 
576 

554 
533 
514 

1307 

1225 
1153 
1089 
1032 
980 

933 
891 

852 
817 
784 

754 
726 
700 
676 
653 

632 
613 

1422 
1347 
1280 

1219 
1164 
1113 
1067 
1024 

985 
948 
914 
883 
853 

826 
800 
776 
753 
731 

711 

1620 

1543 
1473 
1409 
1350 
1296 

1246 
1200 
1157 
1117 
1080 

1045 
1013 
982 
953 
926 

900 
876 
853 
831 
810 

1818 

1739 
1667 
1600 

1538 
1481 
1429 
1379 
1333 

1290 
1250 
1212 
1176 
1143 

1111 
1081 
1053 
1026 
1000 

2017 
1936 

1862 
1793 
1729 
1669 
1613 

1561 
1513 
1467 
1424 
1383 

1344 
1308 
1274 
1241 
1210 

2215 
2133 
2057 
1986 
1920 

1858 
1800 
1746 
1694 
1646 

1600 
1557 
1516 
1477 
1440 

Horizontal  lines  indicate  the  limit  for  resistance  to  shear  in  the  horizontal  direction  of  the  grain. 

325 


CARNEGIE    STEEL    COMPANY 


RECTANGULAR    WOODEN    BEAMS—  ONE    INCH    THICK 

SPRUCE 

ALLOWABLE  UNIFORM  LOAD  IN  POUNDS 
Maximum  Bending  Stress,  1000  Pounds  per  Square  Inch 

Span 
in 

Feet 

Depth  of  Beam  in  Inches 

2 

4 

6 

8 

10 

12 

14 

16 

18 

20 

22 

24 

2 
3 
4 
5 

6 

7 
8 
9 
10 

11 
12 
13 

14 
-  15 

16 
'17 
18 
19 
20 

21 
22 
23 
24 
25 

26 
27 
28 
29 
30 

31 
32 
33 
34 
35 

36 
37 

38 
39 
40 

187 

373 

560 

747 

1120 

1307 

1493 

1680 

1867 

2053 

2240 

148 
111 
89 

74 
63 
56 

356 

296 
254 

222 
198 
178 

162 

148 

500 
444 
400 

364 
333 
308 

286 
267 

250 

711 

646 
593 
547 
508 

474 

444 
418 
395 
374 
356 

926 

855 
794 
741 

694 
654 
617 
585 
556 

529 
505 
483 
463 

1067 

1000 
941 

889 
842 
800 

762 
727 
696 
667 
640 

615 
593 
571 

1281 
1210 
1146 
1089 

1037 
990 
947 
907 
871 

838 
807 
778 
751 
726 

703 
681 

1422 

1354 
1293 
1237 
1185 
1138 

1094 
1053 
1016 
981 
948 

918 
889 
862 
837 
813 

790 

1636 
1565 
1500 
1440 

1385 
1333 
1286 
1241 
1200 

1161 
1125 
1091 
1059 
1029 

1000 
973 
947 
923 
900 

1852 

1778 

1709 
1646 
1587 
1533 
1481 

1434 
1389 
1347 
1307 
1270 

1235 
1201 
1169 
1140 
1111 

1992 
1921 
1854 
1793 

1735 
1681 
1630 
1582 
1537 

1494 
1453 
1415 
1379 
1344 

2207 
2133 

2065 
2000 
1939 

1882 
1829 

1778 
1730 
1684 
1641 
1600 

Horizontal  lines  indicate  the  limit  for  resistance  to  shear  in  the  horizontal  direction  of  the  grain. 

326 


TIMBER  SAFE  LOADS 


WOODEN  COLUMNS 

The  safe  load  tables  of  wooden  columns  which  follow,  based 
upon  the  working  unit  stresses  adopted  by  the  American  Railway 
Engineering  Association,  give  the  allowable  direct  compressive 
loads  for  square  and  round  columns. 

The  safe  loads  of  rectangular  columns  may  be  found  from  the 
safe  loads  of  square  columns  by  direct  proportion  of  areas,  using 
the  safe  load  unit  stress  of  the  square  column  whose  side  is  equal 
to  the  least  side  of  the  rectangular  section. 

The  following  table  gives  the  safe  load  in  pounds  per  square  inch 
of  sectional  area  for  ratios  of 

J effective  length  of  column,  in  inches 

d      least  side  or  diameter,  in  inches 
ranging  between  limits  of  15  and  30. 

UNIT  WORKING  STRESSES  IN  POUNDS  PER  SQUARE  INCH 


i 

Longleaf 
Pine, 
White  Oak 

Douglas  Fir, 
Western 
Hemlock 

Shortleaf 
Pine, 

BaldP<S?ress 

White  Pine, 
Tamarack 

Red  Cedar, 
Redwood 

Norway 
Pine 

1300(1—  1/deO) 

1200(1—  l/d60) 

1100(1—  l/d60) 

1000(1—  l/d60) 

900  (1—  l/d60; 

800(1—  l/d60) 

15 

975 

900 

825 

750 

675 

600 

16 

953 

880 

807 

733 

660 

587 

17 

931 

860 

788 

717 

645 

573 

18 

910 

840 

770 

700 

630 

560 

19 

888 

820 

752 

683 

615 

547 

20 

867 

800 

733   ' 

667 

600 

533 

21 

845 

780 

715 

650 

585 

520 

22 

823 

760 

697 

633 

570 

507 

23 

802 

740 

678 

617 

555 

493 

24 

780 

720 

660 

600 

540 

480 

25 

758 

700 

642 

583 

525 

467 

26 

737 

680 

623 

567 

510 

553 

27 

715 

660 

605 

550 

495 

440 

28 

693 

640 

587 

533 

480 

427 

29 

672 

620 

568 

517 

465 

413 

30 

650 

600 

550 

500 

450 

400 

EXAMPLE  1. — Required  the  allowable  load  for  a  column  of  white  oak 
10"  x  8",  14  feet  long. 

The  safe  load  given  in  the  table  for  a  square  white  oak  column  8"  x  8". 
14  feet  long,  is  54,100  pounds.  The  load  for  the  10"  x  8"  section  is 
10  x  54,100  H-  8  =  67,600  pounds. 

EXAMPLE  2. — Required  the  allowable  load  for  a  spruce  pile,  9"  diameter 
and  18  feet  long. 

The  unit  stress  given  in  the  above  table  for  the  corresponding  ratio  of 
1/d,  18  x  12  -4-  9  =  24  is  660  pounds,  and  the  sectional  area  for  a  9"  round  is 
63.62  square  inches.  The  safe  load,  therefore,  is  63.62  x  660=42,000  pounds. 

327 


CARNEGIE    STEEL    COMPANY 


SQUARE  WOODEN  COLUMNS 
SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 
American  Railway  Engineering  Association  Formulas 

Length, 
Feet 

Side  of  Square,  Inches 

4 

6 

8 

10 

12 

14 

16 

18 

20 

LONGLEAF  PINE 
WHITE  OAK 

1300  (1  —  l/60d) 

5 
6 
7 
8 
9 
10 
11 
12 
14 
16 
18 
20 

15.6 

35.1 

62.4 

97.5 

140.4 

191.1 

249.6 

315.9 

390.0 

15.6 
14.6 
13.5 
12.5 
11.4 
10.4 

34.3 
32.8 
31.2 
29.6 
28.1 
25.0 

62.4 
60.3 
58.2 
54.1 
49.9 
45.8 
41.6 

93.6 

88.4 
83.2 
78.0 

137.3 
131.0 

124.8 

189.3 
182.0 

249.6 

DOUGLAS  FIR 
WESTERN  HEMLOCK 

1200  (1  —  l/60d) 

5 
6 

7 
8 
9 
10 
11 
12 
14 
16 
18 
20 

14.4 
14.4 
13.4 
12.5 
11.5 
10.6 
9.6 

32.4 

57.  C 

90.0 

129.6 

176.4 

230.4 

291.6 

360.0 

31.7 
30.2 
28.8 
27.4 
25.9 
23.0 

57.6 
55.7 
53.8 
49.9 
46.1 
42.2 
38.4 

86.4 
81.6 
76.8 
72.0 

126.7 
121.0 
115.2 

174.7 
168.0 

230.4 

SHORTLEAF  PINE 
SPRUCE 

1100  (1  —  l/60d; 

5 
6 
7 
8 
9 
10 
11 
12 
14 
16 
18 
20 

13.2 

29.7 

52.8 

82.5 

118.8 

161.7 

211.2 

267.3 

330.0 

13.2 
12.3 
11.4 
10.6 
9.7 
8.8 

29.0 
27.7 
26.4 
25.1 
23.8 
21.1 

52.8 
51.0 
49.3 
45.8 
42.2 
38.7 
35.2 

79.2 
74.8 
70.4 
66.0 

116.2 
110.9 
105.6 

160.2 
154.0 

211.2 

HM§ 

gp 

5 
6 
7 
8 
9 
10 
11 
12 
14 
16 
18 
20 

12.0 

27.0 

48.0 

75.0 

108.0 

147.0 

192.0 

243.0 

300.0 

12.0 
11.2 
10.4 
9.6 

8.8 
8.0 

26.4 
25.2 
24.0 
22.8 
21.6 
19.2 

iP 

48.0 
46.4 
44.8 
41.6 
38.4 
35.2 
32.0 

72.0 
68.0 
64.0 
60.0 

105.6 
100.8 
96.0 

145.6 
140.0 

192.0 

Loads  above  horizontal  lines  are  the  maximum  allowable  safe  loads. 

328 


TIMBER  SAFE  LOADS 


ROUND  WOODEN  COLUMNS 
SAFE  LOADS  IN  THOUSANDS  OF  POUNDS 
American  Railway  Engineering  Association  Formulas 

Length, 
Feet 

Diameter,  Inches 

4 

6 

8 

10 

12 

14 

16 

18 

20 

LONGLEAF  PINE, 
WHITE  OAK 
1300  (1  —  1/GOd) 

5 
6 
7 
8 
9 
10 
11 
12 
14 
16 
18 
20 

123 

27.6 

49.0 

76.6 

110.3 

150.1 

196.0 

248.1 

306.3 

12.3 
11.4 
10.6 
9.8 
9.0 
8.2 

27.0 
25.7 
-  24.5 
23.3 
22.1 
19.6 

49.0 
47.4 
45.7 
42.5 
39.2 
35.9 
32.7 

73.5 
69.4 
65.3 
61.3 

107.8 
102.9 
98.0 

148.7 
142.9 

196.0 

DOUGLAS  FIR, 
WESTERN  HEMLOCK 
1200  (1—  1/(K)(1) 

5 
6 
7 
8 
9 
10 
11 
12 
14 
16 
18 
20 

11.3 

25.4 

45.2 

70.7 

101.8 

138.5 

181.0 

229.0 

282.7 

11.3 
10.6 
9.8 
9.1 
8.3 
7.5 

24.9 
23.7 
22.6 
21.5 
20.4 
18.1 

45.2 
43.7 
42.2 
39.2 
36.2 
33.2 
30.2 

67.9 
64.1 
60.3 
56.5 

99.5 
95.0 
90.5 

137.2 
132.0 

181.0 

SHORTLEAF  PINE, 
SPRUCE 

1100  (1  —  l/60d) 

5 
6 
7 
8 
9 
10 
11 
12 
14 
16 
18 
20 

10.4 

23.3 

41.6 

93.3 

127.0 

165.9 

209.9 

259.2 

10.4 
9.7 
9.0 
8.3 
7.6 
6.9 

22.8 
21.8 
20.7 
19.7 
18.7 
16.6 

41.5 
40.1 
38.7 
35.9 
33.2 
30.4 
27.6 

__ 
62.2 
58.7 
55.3 
51.8 

91.2 
87.1 
82.9 

125.8 
121.0 

165.9 

WHITE  PINE, 
TAMARACK 

1000  (1—  l/60d) 

5 
6 
7 
8 
9 
10 
11 
12 
14 
16 
18 
20 

9.4 

21.2 

37.7 

58.9 

84.8 

115.5 

150.8 

190.9 

235.6 

9.4 
8.8 
8.2 
7.5 
6.9 
6.3 

20.7 
19.8 
18.9 
17.9 
17.0 
15.1 

37.7 
36.4 
35.2 
32.7 
30.2 
27.6 
25.1 

56.5 
53.4 
50.3 
47.1 

82.9 
79.2 
75.4 

114.4 
110.0 

150.8 

Loads  above  horizontal  lines  are  the  maximum  allowable  safe  loads. 

329 


CARNEGIE  STEEL  COMPANY 


SPECIFIC  GRAVITIES  AND  WEIGHTS 

WATER  AT  4°C.  AND  NORMAL  ATMOSPHERIC  PRESSURE 

Substance 

Specific 
Gravity 

Weight, 
Pounds 
per 
Cu.  Ft. 

Substance 

Specific 
Gravity 

Weight, 
Pounds 
per 
Cu.  Ft 

Metals,  Alloys,  Ores 

Aluminum,  cast-hammered  .  . 
"         bronze  
Brass,  cast-rolled  
Bronze,  7.9  to  14%  Sn  
Copper,  cast-rolled  

2.55-2.75 

7.7 
8.4-8.7 
7.4-8.9 
8.8-9.0 
4.1-4.3 
9.25-19.35 
7.2 
7.6-7.9 
7.8-7.9 
7.5 
6.7-7.3 
5.2 
3.6-4.0 
4.9-5.2 
2.5-3.0 
11.37 
7.3-7.6 
7.2-8.0 
3.7-4.6 
13.6 
8.9-9.2 
8.8-9.0 
21.1-21.5 
10.4-10.6 
7.2-7.5 
6.4-7.0 
6.9-7.2 
3.9-4.2 

1.47-1.50 
0.90-0.97 
0.40-0.50 
0.70-0.80 
2.40-2.60 
2.45-2.72 
2.90-3.00 
0.86-1.02 
0.70-1.15 

0.92-0.96 
1.0-2.0 

1.53 

1.93-2.07 
1.32 

165 

481 
534 
509 
556 
262 
1205 
450 
485 
490 
468 
437 
325 
237 
315 
172 
710 
465 
475 
259 
849 
565 
556 
1330 
656 
459 
418 
440 
253 

32 
39 
48 
48 
20 
93 
58 
28 
47 
156 
161 
184 
59 
58 
42 
59 
94 
48 
67 
96 
125 
82 

Timber,  U.  S.  Seasoned 

Ash  white-red 

0.62-0.65 
0.32-0.38 
0.66 
0.48 
0.51 
0.40 
0.72 
0.42-0.52 
0.74-0.84 
0.73 
0.68 
0.53 
0.86 
0.95 
0.65 
0.74 
0.51 
0.48 
0.41 
0.70 
0.61 
0.48 
0.42 
0.40-0.46 
0.61 
0.41 

0.79 
1.20 
1.50 
1.80 
1.70 
0.91-0.94 
0.90-0.93 
1.0 
0.9584 
0.88-0.92 
.125 
1.02-1.03 

1.0 
0.5920 
1.5291 
0.9673 
0.35-0.45 
0.47-0.48 
0.0693 
0.9714 
1.1056 

40 
22 
41 
30 
32 
25 
45 
29 
49 
46 
43 
33 
54 
59 
41 
46 
32 
30 
26 
44 
38 
30 
26 
27 
38 
26 

49 
75 
94 

112 
106 
58 
57 
62.428 
59.830 
56 
8 
64 

.0807 

Cedar,  white-red  
Chestnut  

Cypress  
Fir,  Douglas  spruce  
"    eastern  
Elm,  white  
Hemlock 

"       ore,  pyrites  
Gold,  cast-hammered  
Iron,  cast,  pig  
"     wrought  

Hickory  

"    steel  

Maple,  hard  
"     white 

"    f  erro-silicon  
"     ore,  hematite  
"  limonite  
"  magnetite  
"    slag  
Lead 

Oak,  chestnut  
"     live  
"    red,  black  
"     white 

Pine,  Oregon  
"     red 

"   ore,  galena  

'     white  
"     yellow,  long-leaf  
"      short-leaf.... 
Poplar  
Redwood,  California  
Spruce,  white,  black  
Walnut,  black  
white  
Moisture  Contents: 
Seasoned  timber  15  to  20% 
Green  timber  up  to  50%  .  . 

Various  Liquids 

Alcohol,  100%  
Acids,  muriatic     40%... 
"      nitric          91%... 
"      sulphuric    87%... 
Lye,  soda  66%... 

"        ore,  pyrolusite.  .  . 
Mercury 

Nickel  
'     monel  metal  
Platinum,  cast-hammered.  .  . 
Silver,  cast-hammered  
Tin,  cast-hammered  
"    ore,  cassiterite  
Zinc,  cast-rolled  
11     ore,  blende  

Various  Solids 

Cereals,  oats,          bulk... 
barley,          "... 
"       corn,  rye,      "    ... 
"       wheat,          "... 
Hay  and  Straw,  bales  
Cotton,  Flax,  Hemp  
Fats  

"    mineral,  lubricants  .. 
Water,  4°C,  max.  density. 
100°C  

"      pressed  

snow,  fresh  fallen.. 

'     plate  or  crown  
"     crystal  
Leather  
Paper 

Gases,  Air  =  1 

Air,  0°C,  760  mm  
Ammonia  
Carbon  dioxide  
Carbon  monoxide  
Gas,  illuminating  
"     natural  
Hydrogen  
Nitrogen 

Potatoes,  piled  
Rubber,  caoutchouc  
Rubber  goods  

Salt,  granulated,  piled  .... 
Saltpeter 

Starch  
Sulphur 

Wool... 

Oxygen  .  .  . 

330 


PHYSICAL   PROPERTIES   OF  SUBSTANCES 


SPECIFIC  GRAVITIES  AND  WEIGHTS 
WATER  AT  4°C.  AND  NORMAL  ATMOSPHERIC  PRESSURE 

Substance 

Specific 
Gravity 

Weight, 
Pounds 
per 
Cu.Ft. 

Substance 

Specific 
Gravity 

Weight, 
Pounds 
per 
Cu.Ft. 

Ashlar  Masonry 

Granite,  syenite,  gneiss  
Limestone,  marble  
Sandstone,  bluestone  
Mortar  Rabble  Masonry 
Granite,  syenite,  gneiss  
Limestone,  marble  
Sandstone,  bluestone  

Dry  Rubble  Masonry 

Granite,  syenite,  gneiss  
Limestone,  marble  

2.3-3.0 
2.3-2.8 
2.1-2.4 

2.2-2.8 
2.2-2.6 
2.0-2.2 

1.9-2.3 
1.9-2.1 
1.8-1.9 

2.2-2.3 
1.8-2.0 
1.5-1.7 

2.2-2.4 
1.9-2.3 
1.5-1.7 

2.7-3.2 
1.4-1.9 

165 

160 
140 

155 
150 
130 

130 
125 
110 

140 

120 
100 

144 
130 
100 

40-45 
90 
183 
53-64 
103 
67-72 
98-117 
96 
49-55 

63 
110 
100 
76 
95 
78 
96 
108 
115 
80-85 
90 
105 
90-105 
100-120 
118-120 

60 
65 
80 
90 
70 
65 

Minerals 

Asbestos  
Barytes  

2.1-2.8 
4.50 
2.7-3.2 
2.55 
1.7-1.8 
1.8-2.6 
1.8-2.6 
2.9 
2.5-2.6 
2.4-2.7 
2.5-3.1 
2.8-3.2 
2.3-2.8 
3.0 
2.5-2.8 
3.0 
3.2 
2.6-2.9 
0.37-0.90 
2.5-2.8 
2.2-2.5 
2.7-2.9 
2.6-2.8 

1.1-1.5 
1.4-1.7 
1.2-1.5 
1.1-1.4 
0.65-0.85 
0.28-0.44 
0.47-0.57 
1.0-1.4 
1.9-2.3 
0.87-0.91 
0.87 
0.79-0.82 
0.73-0.75 
0.66-0.69 
1.07-1.15 
1.20 

153 
281 
184 
159 
109 
137 
137 
181 
159 
159 
175 
187 
159 
187 
165 
187 
200 
172 
40 
165 
147 
175 
169 

96 
95 
82 
92 
107 

81 
97 
84 
78 
47 
23 
33 
75 
131 
56 
54 
50 
46 
42 
69 
75 

47-58 
40-54 
20-26 
10-14 
23-32 

Basalt  
Bauxite 

Borax  
Chalk 

Clay,  marl  
Dolomite 

Feldspar,  orthoclase  
Gneiss,  serpentine  
Granite,  syenite  
Greenstone,  trap  
Gypsum,  alabaster  
Hornblende 

Brick  Masonry 

Pressed  brick 

Limestone,  marble  
Magnesite 

Common  brick  
Soft  brick  

Concrete  Masonry 

Cement,  stone,  sand  

Phosphate  rock,  apatite  .  .  . 
Porphyry 

Pumice,  natural  
Quartz,  flint  

cinder,  etc  
Various  Building  Mat'l 

Sandstone,  bluestone  
Shale,  slate 

Soapstone,  talc  

Stone,  Quarried,  Piled 

Basalt,  granite,  gneiss  
Limestone,  marble,  quartz  . 
Sandstone  
Shale  

Cement,  portland,  loose  
set  
Lime,  gypsum,  loose  
Mortar,  set  

Slags,  bank  slag  
"     screenings  
'     machine  slag  
"     slag  sand 

Greenstone,  hornblende  .  .  . 

Bituminous  Substances 

Asphaltum  
Coal,  anthracite  

Earth,  etc.,  Excavated 

Clay,  dry  
'     damp  plastic 

bituminous  

Clay  and  gravel,  dry  
Earth,  dry,  loose 

peat,  turf,  dry  
charcoal,  pine  
"      oak  
coke  
Graphite  

"  packed  
moist,  loose  
"    packed  
mud,  flowing  
"      packed  

Paraffine  
Petroleum  
refined  
benzine  
"         gasoline  

Riprap,  limestone  
sandstone  
"      shale  
Sand,  gravel,  dry,  loose.  .  .  . 
"     packed  .  . 
;<     wet  

Excavations  in  Water 

Sand  or  gravel  
"      "     "     and  clay  .  .  . 
Clay  
River  mud  .  .  . 
Soil  

Pitch  
Tar  bituminous 

Coal  and  Coke,  Piled 

Coal,  anthracite  
bituminous,  lignite  .  . 
peat  turf 

Stone  riprap  

"     coke 

331 


CARNEGIE    STEEL    COMPANY 


CONTENTS  OF  STORAGE  WAREHOUSES 

Material 

Weights 
per 
Cubic  Foot 
of  Space, 
Pounds 

Height 
of  Pile, 
Feet 

Weights 
per 
Square  Foot 
of  Floor, 
Pounds 

Recommended 
Live  Loads, 
Pounds  per 
Square  Foot 

Groceries,  Wines,  Liquors,  Etc. 

Beans,  in  bags  

40 

8 

320 

Canned  Goods,  in  cases  

58 

6 

348 

Coffee   Roasted  in  bags 

33 

8 

264 

Coffee,  Green,  in  bags  

39 

8 

312 

Dates  in  cases 

55 

6 

?30 

Figs  in  cases                               

74 

5 

370 

' 

Flour  in  barrels 

40 

5 

200 

Molasses  in  barrels 

48 

5 

240 

Rice,  in  bags  

58 

6 

348 

•    250  to  300 

Sal  Soda,  in  barrels  

46 

5 

230 

Salt,  in  bags  

70 

5 

350 

Soap  Powder,  in  cases  

38 

8 

304 

Starch,  in  barrels  

25 

6 

150 

Sugar,  in  barrels  

43 

5 

215 

Sugar  in  cases 

51 

6 

306 

Tea,  in  chests  

25 

8 

200 

Wines  and  Liquors,  in  barrels  

38 

6 

228 

Dry  Goods,  Cotton,  Wool,  Etc. 

Burlap,  in  bales  

43 

6 

258 

Coir  Yarn,  in  bales  

33 

8 

264 

Cotton,  in  bales,  compressed  

18 

8 

144 

Cotton  Bleached  Goods,  in  cases  

28 

8 

224 

Cotton  Flannel,  in  cases  

12 

8 

96 

Cotton  Sheeting,  in  cases  

23 

8 

184 

Cotton  Yarn,  in  cases  

25 

8 

200 

Excelsior,  compressed  

19 

8 

152 

Hemp,  Italian,  compressed  

22 

8 

176 

Hemp,  Manila  compressed 

30 

8 

240 

>    200  to  250 

Jute,  compressed  

41 

8 

328 

Linen  Damask  in  cases 

50 

5 

250 

Linen  Goods,  in  cases  

30 

8 

240 

Linen  Towels  in  cases 

40 

6 

240 

Sisal,  compressed  

21 

8 

168 

Tow,  compressed  

29 

8 

232 

Wool,  in  bales,  compressed  

48 

Wool,  in  bales,  not  compressed  

13 

8 

104 

Wool,  Worsteds,  in  cases  

27 

8 

216 

332 


PHYSICAL    PROPERTIES    OF    SUBSTANCES 


CONTENTS  OF  STORAGE  WAREHOUSES 

Material 

Weights 

Cub^Foot 
of  Space, 
Pounds 

Height 
of  Pile, 
Feet 

Weights 
per 
Square  Foot 
of  Floor, 
Pounds 

Recommended 
Live  Loads, 
Pounds  per 
Square  Foot 

Building  Materials 
Cement,  Natural  

59 
73 
53 

45 
64 
31 

48 
101 

278 

63 
74 
75 

33 
31 
45 
52 
36 
45 
70 
48 
38 
62 
88 
53 
60 
174 
86 
132 

40 
20 
37 
35 
60 
32 

6 
6 
5 

n 

4^2 

6 

6 
3V2 

5 
6 
6 
4 
5 
6 
6 
2% 
3* 
6 
1% 

sy2 

4% 
3% 

8 
8- 
8 
6 
6 
6 

354 
438 
265 

556 
425 
315 
333 
450 

198 
102 
226 
312 
216 
180 
350 
288 
228 
167 
294 
318 
100 
610 
408 
495 

320 
160 
296 
210 
360 
192 

|-    300  to  400 
J 

•    300  to  400 
200  to  300 
|      300 

"        Portland  
Lime  and  Plaster 

Hardware,  Etc. 

Door  Checks     . 

Hingps 

Locks  in  cases,  packed 

Sash  Fasteners  

Screws 

Sheet  Tin,  in  boxes  
Wire  Cables,  on  reels  

Wire,  Insulated  Copper,  in  coils  
Wire,  Galvanized  Iron,  in  coils  
Wire,  Magnet,  on  spools 

Drugs,  Paints,  Oil,  Etc. 

Alum,  Pearl,  in  barrels  
Bleaching  Powder,  in  hogsheads  

Blue  Vitriol,  in  barrels 

Glycerine,  in  cases  

Linseed  Oil,  in  barrels 

Linseed  Oil,  in  iron  drums  
Logwood  Extract  in  boxes 

Rosin,  in  barrels  
Shellac,  Gum... 

Soda  Ash,  in  hogsheads 

Soda,  Caustic,  in  iron  drums  

Soda,  Silicate,  in  barrels         .     . 

Sulphuric  Acid  

White  Lead  Paste,  in  cans 

White  Lead,  dry  
Red  Lead  and  Litharge  dry 

Miscellaneous 

Glass  and  Chinaware,  in  crates 

Hides  and  Leather,  in  bales  
Hides,  Buffalo,  in  bundles 

Paper,  Newspaper,  and  Strawboards  
Paper,  Writing  and  Calendared  
Rope,  in  coils  

333 


CARNEGIE  STEEL  COMPANY 


STRENGTH  OF  MATERIALS 

STRESSES  PER  SQUARE  INCH 

MetaJs  and  Alloys 

Stresses  in  Thousands  of  Pounds 

Modulus  of 
Elasticity, 
Pounds 

3 

Tension, 
Ultimate 

1| 

•h 

Bending, 
Ultimate 

Shearing, 
Ultimate 

Aluminum,  cast  
"          bars  sheets 

15 
24-28 
30-65 
20-35 
40-50 
75 
85-100 
25 
32-35 
55-65 
36 
32.6 

28.1 
41.1 
31 
18-24 
80 
50 
28.5 
29.4 
33 
22 
5.6 
25-55 
60 
100 
50 
100 
55 
75 
108 
66 
80 
100 
45 
68 
85 
100 

20 
30 
50 
1.8 
2.2-2.5 
3.3 
53 
32 
40 

3.5-4.6 
11 
4-6 
7-16 

6.5 
12-14 
16-30 
14 
25 
40 
60 
6 
10 

10 

8.2 
7.6 
8.6 
17.4 
17.9 
6 

16 
19 

20 

22 
5.6 
10 
30 
80 
24 

40 

4 

1.5-1.8 
4 

12 

120 

40 
32 

42 

75 

117 
30 

42 
53 

78 
114 
147 

125 

6 
18 

22 

23.2 
22.3 
26.9 
39 
33.5 
20 

43.7 
34.5 
56.7 
32 
12.1 
52 

4 

7 

12 
30 

36 

11,000,000 

10,000,000 

18,000,000 
15,000,000 

9,000,000 

14,000,000 
10,000,000 

10,000,000 

4,500,000 

8,000,000 

1,000,000 
1,000,000 
720,000 

4,000,000 
13,000,000 

26.7 
35.8 
20.7 
20.7 
5.0 

5.5 
3.3 
0.04 
0 
0 

"          wire,  hard  

"               "  annealed  
2—  7%Ni,  Cu,  Fe.etc.... 
Aluminum  Bronze,  5%  to  7^%  Al  .  .  . 
10%     Al... 
Copper,  cast  

plates,  rods,  bolts  
wire,  hard  

"       wire,  annealed  
Brass  17%  Zn 

23%  "  

30%  " 

39%  "  

50%  "  

wire,  hard  
"    annealed 

Bronze   8%  Sn  

"         2QO/     " 

"      30%  "  

gun  metal,  9  Cu  ISn  
44      Manganese,  cast  \10%Sn.... 
rolled/  2%  Mn... 
Phosphorus,  cast  19%  Sn  
"         wirejl%P 

"      Silicon,  cast,  3%  Si  

"     5%  Si 

44           '       wire  

"      Tobin.cast          ]  38%  Zn... 
'      rolled        \iy>%Sn... 
'      cold  rolled]  V3%Pb... 
Delta  Metal,  cast   ]  55—60%  Cu  .  .  .  . 
plates  138—  40%  Zn  
"      bars       2—  4%  Fe  
"      wire  J  1—  2%Sn  
German  Silver,  25%  Zn,  20%  Ni  
Iron,  see  page  335  
Gold,  cast  

4     wire  
''     copper,  5  Au,  1  Cu 

Lead,  cast 

'     pipe,  wire  
44     rolled  sheets  

Platinum,  wire,  unannealed  
"    annealed  

Silver  cast 

Steel,  see  page  335  
Tin,  cast 

"    antimony,  10  Sn,  1  Sb  
Zinc,  cast  
"    rolled  sheets  

334 


PHYSICAL  PROPERTIES  OF  SUBSTANCES 


STRENGTH  OF  MATERIALS     , 
STRESSES  PER  SQUARE  INCH 

Metals  and  Alloys 

Stresses  in  Thousands  of  Pounds 

Modulus  of 
Elasticity, 
Pounds 

a 

Reduction  of 
Area,  % 

§1 

jji 

•2.t3 

Compression, 
Ultimate 

Bending, 
Ultimate 

Shearing, 
Ultimate 

Steel 

Structural  Shapes,  plates*., 
bridges  
buildings  
"        ships  
BoilerPlates* 

60 
55-65 
55-65 

55-65 
52-62 
45-55 

50 
48-58 

55-70 
55-70 
80  min. 
80  min. 

65 
60 

58 
75 
70-80 
80-90 
80 
80 
85-95 
80 
80 

80  min. 
70-85 
60-68 

65-115 
120 
80 
200 

48 
50 
80 
60 

15-18 
18-24 
27-35 

^  tens 
*A  tens 

33 
33 
50 
50 
55 

^tens. 

29 
37.5 
35-40 
45-55 
40 
45-50 
55-65 
40 
50 

50  min. 
45  min. 
37-38 

40-70 
60 
40 
95 

26 
27 

27 

6 
15-20 

tensile 
tensile 

tensile 
tensile 

tensile 
tensile 

tensile 

tensile 

80 
46 

tensile 
tensile 

tensile 
tensile 

tensile 
tensile 

tensile 

tensile 

30 
25-33 
30 

%  tens. 
/item 

Xtens. 
xitens. 

4  tens, 
^tens. 

4  tens. 

/6tens 

18-20 
40 

29,000,000 
29,000,000 
29,000,000 

29,000,000 
29,000,000 
29,000,000 

29,000,000 
29,000,000 

29,000,000 
29,000,000 
29,000,000 
29,000,000 
29,000,000 

28,000,000 
8,000,000 
5,000.000 
25,000,000 

2,000,000 

25 
25-21 
27-23 

27-23 
29-24 
33-27 

30 
29-24 

25-20 
22-18 
15 
12.5 
5 

18 
18 

28 
18 
24-22 
23-20 
20 
24-25 
24-21 
20 
25 

20 
23-19 
23-29 

28 
30 
30-35 
40-45 
25 
40-45 
45-50 
25 
45 

48-53 

"        "    fire  box 

"    extra  soft  
Riveta* 
bridges 

"      buildings,  ships  
Reinforcement  Bars** 
"    structural,  plain  
deformed  .  . 
"    hard,  plain  
'     deformed  
"    cold  twisted  
Castings* 
;     bridges 

"     ships  

Forgings* 
soft,  low  carbon.  .  .  . 
carbon,notannealed 
annealed.  .  . 
oil  tempered 
locomotive  
nickel,  annealed...  . 
'      oil  tempered 
"        axles,  carbon  steel  . 
"    nickel  
Steel  Alloys 
Nickel  Steel,  3—4%  Ni  
'     shapes,  plates  
'     rivets 

Copper  Steel,  0.5%  Cu  
Steel  Springs  and  Wire 
Springs,  untempered 

Wire,  unannealed  

"     annealed  
'     bridge  cable 

Wrought  Iron 

Shapes  

Bars 

Wire,  unannealed  
"    annealed  

Cast  Iron 

Common  
Gray.   .    . 

Malleable  

*See  Specifications  of  the  Society  of  Testing  Materials,  adopted  August  16,  1909. 
**See  Specifications  of  the  Association  of  American  Manufacturers,  adopted  1910. 

335 


CARNEGIE    STEEL    COMPANY 


STRENGTH  OF  MATERIALS 
STRESSES  IN  POUNDS  PER  SQUARE  INCH 

Building  Materials 

Ultimate  Average  Stresses 

Modulus 
of 
Elasticity 

Safe  Working  Stresses 

Compress. 

Tension 

Bending 

Compress. 

Bearing 

Shearing 

Stone 

12,000 
12,000 
8,000 
5,000 
10,000 

10,000 
11,000 
15,000 
6,000 

7,040 
7,350 
1,290 
1,490 

2,650 
1,800 
700 
2,100 
1,500 
600 
1,700 
1,200 
500 
1,350 
1,000 
400 

30,000 
10,000 
700 
5,000 

1,200 
1,200 
800 
150 
3,000 

200 

740 
740 
320 
340 

2,500 
1,600 
1,500 
1,200 
5.000 

600 

7,000,000 
7,000,000 
7,000,000 
3,000,000 
14,000,000 

1,200 
1,200 
800 
500 
1,000 

1,200 
1,200 
800 
500 
1,000 

200 
200 
150 
150 
175 

Limestone,  marble  

Slate           

Brick 

Common,  good  

medium  burned  .  .  . 
hard  burned  
Pressed  and  paving  

Cement,  Portland 

Neat       28  days 

"          90  days  
1-3  sand  28  days      

"       90  days  

Concrete,  P.  C. 

1:1K<:3,  hard  stone  
soft  stone  

Reinforced  Concrete—  Safe  Working  Stresses  * 

[2,000,000  if  ult.  compression  is  up  to  2  ,200. 
Elastic  Modulus-!  2,500,000  if  ult.  compression  is  over  2.  200. 
13,000,'000  if  ult.  compression  is  over  2,900. 

n             •          /22.5%  of  ult.  compression  on  piers  or 
Compression.  .  .  ^    columns  of  1<jngths  not  exceeding  12  dia. 

TJ      .                  (32.5%  of  ult.  compression  on  surfaces  of 
Beanng  1    at  least  twice  the  loaded  area. 
[2.0%  of  ult.  compression,  horizontal  bars. 
Shearing  \  3.0%for  reinforcement  with  bent-up  bars. 
[6.0%  for  thoroughly  reinforced  webs. 
/4%  of  ult.  compression  for  plain  bars. 
md  12%  for  drawn  wire. 

1:  2  :4,  hard  stone  

"      soft  stone 

"      cinders  

l:2J/6:5,  hard  stone  
soft  stone  

1  •  3  '6,  hard  stone 

soft  stone  

"      cinders  
Masonry 

3,000 
3,000 
70 

80,000 
70,000 
8,000 
7,300 
9,900 

3,000 
3,000 

8,000,000 

420 
350    ' 
280 
140 
168 
350 
280 
168 
210 

600 
500 
MOO 
250 
250 
600 
500 
300 
3CO 

Limestone,  bluestone  
Sandstone        

Rubble 

"       coursed  
Concrete,  P.  C.,  1:2  :4  

"      1:2H:5  
Brick,  common  

Miscellaneous 

Glass,  common  

Plaster  
Terra  cotta 

Ropes,  cast  steel  hoisting  
standing,  derrick  

Belts,  solid  woven,  cotton.  .  . 
'     flax  

For  ultimate  and  working  stresses  of  Structural  Timber,  see  page  319. 
*For  complete  data,  see  Proceedings  of  the  American  Society  of  Civil  Engineers,  Vol.  XXXIX, 
No.  2,  February,  1913. 

PHYSICAL  PROPERTIES   OF  SUBSTANCES 


EXPANSION  OF  BODIES  BY  HEAT 

The  linear  coefficient  of  expansion  of 

a  body  is  the  rate  at  which 

the  unit  of  length  changes,  under  constant  pressure,  with 

an  increase 

of  unit  or  one 

degree  of  temperature;  the  square  surface  coefficient 

of 

expansion 

is,   approximately,   two  times,   and  the 

cubical  or 

volumetric  coefficient  three  times  the  linear  coefficient  of  expansion. 

A  bar,  if  not 

fixed,  undergoes  a  change  in  length=ltn,  where  1 

is  the  length  of  the  bar  in  inches,  t 

the  number  of  degrees,  n  the 

corresponding 

linear  coefficient;  if  fixed 

at  both  ends,  the  internal 

stress  per  unit  of  area=tnE,  pounds  per  square  inch, 

where  E  is 

the 

modulus  of  elasticity,  and  the  total 

temperature  stress=AtnE, 

pounds,  where  A  is  the  cross  section  of  the  bar  in  square  inches. 

To  find  the  increase  of  a  bar  due 

to  an  increase  in  temperature, 

from  the  table,  multiply   the  length  of 

the 

bar  by  the 

increase  in 

degrees  and  by 

the  coefficient  for  100 

degrees 

,  and  divide  by  100. 

COEFFICIENTS  OF  EXPANSION 

FOR    100    DEGREES=100n 

Linear  Expansion 

Linear  Expansion 

Substance 

Centigrade 

Fahrenheit 

Substance 

Centigrade 

Fahrenheit 

Metals  and  Alloys 

Stone  and  Masonry 

Aluminum,  wrought  .... 
Bras*  

.00231 
.00188 

.00128 
.00104 

Ashlar  masonry  
Brick  masonry  

.00063 
.00055 

.00035 
.00031 

wire        .   .  . 

.00193 

.00107 

C 

emen 

t.port 

and. 

.001 

OY 

.00059 

Bro 

00181 

00101 

( 

oncre 

*.... 

.001 

43 

.00079 

Copner 

.00168 

.00093 

" 

masonry  

.'00120 

.00067 

Ofr 

00183 

00102 

C 

ranitt 

,00( 

X4 

.00047 

Golr1 

00150 

00083 

Limestone  

.000 

180 

.00044 

Iroi 

_,  •  

.00106 
.00120 
.00124 

.00059 
.00067 
.00069 

Marble 
Plaster 
Rubble 

.00100 
.00166 
.00063 

.00056 
.00092 
.00035 

wrought  
wire   .  . 

masonry  

Lea 

1 

00286 

.00159 

Si 

indst( 

me  ... 

.001 

10 

.00061 

Kip 

-„! 

001  9fi 

00070 

a 

ate 

.001 

Itt 

.00058 

Platinum  

.00090 

.00050 

Timber 

Platmum-Iridium,  15%Ir 

.00081 

.00045 

Fir 

f 

00037 

00021 

Silver  
Steel-  naat 

.00192 
.00110 

.00107 
.00061 

Maple 

parallel  to  fiber] 

.00064 

.00036 

hard 

00132 

00073 

« 

medium  .  .  . 

.00120 

.00067 

Tin 

soft     . 

.00110 
00210 

.00061 
00117 

Maple 
n  iT 

perpendicular  1 

.0048 

.0027 

Zinc,  rolled  

.00311 

.00173 

Uak 
Pine 

.!     .0034 

.0019 

Miscellaneous  Solids 

Liquid  Substances    i  Volumetric  Expansion 

Glass 

.00085 

.00047 

Aloohol  

104 

.058 

Gra 

nhitft 

00079 

00044 

A 

c\d   n 

itrio. 

.110 

.061 

Gutta-percha  

.05980 

.03322 

"  'sulphuric  

.063 

.035 

Par 

iffin... 

.02785 

.01547 

N 

[ercur 

y  — 

.018 

.010 

Porcelain  

.00036 

.00020 

Oil,  turpentine  

.090 

.050 

EXPANSION  OF  WATER,  MAXIMUM  DENSITY=! 

c° 

Volume  ||  C° 

Volume  1  C° 

Volume 

C° 

Volume 

C° 

Volume 

(  = 

Volume 

0 

1.000126     10 

1.000257     30 

1.004234  i 

M 

1.011877 

70 

1.022384 

90 

1.035829 

4 

1.000000  ll  20 

1.001732  11  40     1.007627      60 

1.016954 

80 

1.029003 

100     1.043116 

337 


CARNEGIE    STEEL    COMPANY 


EQUIVALENTS  OF  MEASURE 
LENGTHS 

1  meter,  m  =  10  decimeters,  dm  =  100  centimeters,  cm  =  1000  millimeters,  mm. 
1  meter,  m  =  0.1  decameter,  dkm  =  0.01  hectometer,  hm  =  0.001  kilometer,  km. 
1  meter,  m  =  39.37  inches,  U.  S.  Standard  =  39.3701 13  inches,  British  Standard. 
1  millimeter,  mm  =  1000  microns,  /x  =  0.03937  inch  =  39.37  mils. 


Meters, 
m 

Inches, 
in. 

Feet, 

ft. 

Yard, 

yd. 

Rods, 
r. 

Chains, 
ch. 

Miles,  U.  S. 

Kilo- 
meters, 
km. 

Statute 

Nautical 

1 

39.37 

3.28083 

1.093G1 

0.19884 

0.04971 

O.§6214 

O.o5396 

0.001 

0.02540 

1 

0.08333 

0.02778 

O.o  5051 

O.ol263 

0.^1578 

O.ol371 

0.^2540 

0.30480 

12 

1 

0.33333 

0.06061 

0.01515 

O.S1894 

0.01645 

O.S3048 

0.91440 

36 

3 

1 

0.18182 

0.04545 

O.o5682 

0.04934 

O.o9144 

5.02921 

198 

16.5 

5.5 

1 

0.25 

O.o3125 

O.o2714 

O.o5029 

20.1168 

792 

66 

22 

4 

1 

0.01250 

0.01085 

0.02012 

1609.35 

63360 

5280 

1760 

320 

80 

1 

0.86839 

1.60935 

1853.25 

2962.5 

6080.20 

2026.73 

368.497 

92.1243 

1.15155 

1 

1.85325 

1000 

39370 

3280.83 

1093.61 

198.838 

49.7096 

0.62137 

0.53959 

1 

1  yard,   U.  S.  =  1.0000029   yards  British        1  yard  British  =  0.9999971  yard  U.S. 

1  chain,  Gunter's  =  100  links       1  link  =  7.92  inches. 

1  cable  length,  U.S.  =  120  fathoms  =  960  spans  =  720  feet  =  219.457  meters. 

1  league,  U.  S.  =  3  statute  miles  =  24  furlongs. 

1  international  geographical  mile  =  Vis0  at  equator    =7422  m 

=4.611808  U.  S.  statute  miles. 
1  international  nautical  mile         =  %0°  at  meridian  =  1852  m 

=0.999326  U.  S.  nautical  miles. 
1  U.  S.  nautical  mile  =  1^0  of  circumference  of  sphere  whose  surface  equals 

that  of  the  earth. 
1  British  nautical  mile  — 6080  feet  =  1.15152  statute  miles  =  1853.19  meters. 

SURFACES  AND  AREAS 

1  sq.  meter,  m2  =  100  sq.  decimeters,  dm2  =  10000  sq.  centimeters,  cm2. 
1  sq.  meter,  m2  =  0.01  are,  a  —  0.0001  hectare,  ha. 

1  sq.  millimeter,  mm2  =  0,01  cm2 .=:  0.00155  sq.  inch  =  1217.36  circ.  mils. 
1  are,  a=  1  sq.  decameter,  dkm  =  0.0247104  acre. 


Sq.  Meters, 
ma 

Sq.  Inches, 
sq.  in. 

Sq.  Feet, 
sq.  ft. 

Sq.  Yards, 
sq.yd. 

Sq.  Rods, 
sq.  r. 

Acres, 
A 

Hectares, 
ha. 

Sq.  Miles, 
Statute 

Sq.  Kilo- 
meters, 
km2 

1 

1550.00 

10.7639 

1.19599 

0.03954 

O.o2471 

0.0001 

0.03861 

O.ol 

O.o  6452 

1 

0.^6944 

O.o7716 

O.o2551 

O.o  1594 

O.o6452 

0.82491 

O.o6452 

0.09290 

144 

1 

0.11111 

O.o3673 

0.^2296 

O.o9290 

O.o3587 

O.o9290 

0.83613 

1296 

9 

1 

0.03306 

O.o2066 

0.^8361 

0.^3228 

0.^8361 

25.2930 

39204 

272.25 

30.25 

1 

0.00625 

O.o2529 

O.E9766 

O.o2529 

4046.87 

6272640 

43560 

4840 

160 

1 

0.40469 

0.51563 

O.o4047 

10000 

15499969 

107639 

11959.9 

395.366 

2.47104 

1 

O.§3861 

0.01 

2589999 

27878400 

3097600 

102400 

640 

259.000 

1 

2.59000 

1000000 

10763867 

1195985 

39536.  6  '247.  104 

100 

0.38610 

1 

1  sq.  rod,  sq.  pole,  or  sq.  perch  =  625  sq.  links  =  Vi&o  acre. 

1  sq.  chain,  Gunter's  =  16  sq.  rods  =  Vio  acre. 

1  acre  =  4  sq.  roods  =  160  sq.  rods.       Square  of  1  acre  =  208.7103  feet  square. 

Notations  o»  o,  o,  etc.,  indicate  that  the  o,  o.  o,  etc.,  are  to  be  replaced  by 
2,  3,  4,  etc.,  ciphers. 

EXAMPLE— 1  sq.    rod  =  O.o9766  =  0.000009766  sq.  miles. 


338 


MEASURES    AND    WEIGHTS 


EQUIVALENTS  OF  MEASURE 
VOLUME  AND  CAPACITY 

1  cu.  meter,  m»  =  1000  cu.  decimeter,  dm»  =  1000000  cu.  centimeters,  cm«. 
1  liter,  1=10  deciliters,  dl=100  centiliters,  cl  =  1000  milliliters,  ml 

=  1000  cu.  centimeters,  cm3,  or  cc. 
1  liter,  1  =  0.1  decaliter,  dkl  =  0.01  hectoliter,  hl  =  l  cu.  decimeter,  dm«. 


Cubic 
Decimeter, 
dm3,  1 

Cubic 
Inches, 
cu.  in. 

Cubic 
Feet, 
cu.  ft. 

Cubic 
Yards, 
cu.  yd. 

U.  S.  Quarts 

U.  S.  Gallons 

U.S. 
Bushels, 
bu. 

Liquid, 
1.V 

Dry, 
d.  qt. 

Liquid, 
1.  gal. 

Dry 
1.  gal. 

1 

61.0234 

0.03531 

O.ol308 

1.05668 

0.90808 

0.26417 

0.22702 

0.02838 

0.01639 

1 

O.o5787 

O.o2143 

0.01732 

0.01488 

O.o  4329 

O.o  3720 

O.§4650 

28.3170 

1728 

1 

0.03704 

29.9221 

25.7140 

7.48055 

6.42851 

0.80356 

764.559 

46656 

27 

1 

807.896 

694.279 

201.974 

173.570 

21.6962 

0.94636 

57.75 

0.03342 

O.ol238 

1 

0.85937 

0.25 

0.21484 

0.02686 

1.10123 

67.2006 

0.03889 

O.ol440 

1.16365 

1 

0.29091 

0.25 

0.03125 

3.78543 

231 

0.13368 

O.o4951 

4 

3.43747 

1 

0.85937 

0.10742 

4.40492 

268.803 

0.15556 

O.o5761 

4.65460 

4 

1.16365 

1 

0.125 

35.2393 

2150.42 

1.24446 

0.04609 

37.2368 

32 

9.30920 

8 

1 

U.  S.  Dry  Measure:  1  bushel  =  4  pecks  =  8  gallons  =  32  quarts  =  64  pints. 

U.  S.  Liquid  Measure:  1  gallon =4  quarts =8  pints =32  gills =128  fluid  ounces. 

U.  S.  Apoth.   Measure:    1  fl.    ounce, f  3  =8  fl.  drams,    f3=480   minims,  rw, 

=  29.574  cu.  cm». 
British  Imperial  gallon    dry    and   liquid    measure  =  1.03202    U.  S.  dry   gal. 

=  1.20091  U.  S.  liquid  gal. 
British  Imperial  gallon  =  277.410  cu.  in.  =  4545.9631  cms. 

Weight  of  water  at  maximum  density,  4°C,  45°  Lat.,  and  sea  level. 
1  cu.  ft.  =  62.4283  Ibs.  av.  =  28.3170  kg        1  cu.  in.  =  0.57804  oz.  av.  =  16.3872  g. 
1  gal.,  U.  S.  liquid  =  8.34545  Ibs.  =3.78543  kg. 
1  gal.,  British  Imperial  =  10.0221  Ibs.  =  4.5459631  kg. 

MASSES  AND  WEIGHTS 

1  gram,  g  =  10  decigrams,  dg  =  100  centigrams,  eg  =  1000  milligrams,  mg. 
1  gram,  g  =  0.1  decagram,  dkg  =  0.01  hectogram,  hg  =  0.001  kilogram,  kg. 
1  kilogram,  kg  =  1  cu.  decimeter  of  water  or  liter,  4°C,  45°  Lat.  and  sea  level 
=  15432.35639  grains,  U.  S.  and  British  Standard. 


Kilo- 
grams, 
kg. 

Grains, 
gr. 

Ounces 

Pounda 

Tons 

Troy, 
oz.t. 

Avoir, 
oz.  av. 

Troy, 
Ib.  t. 

Avoir, 
Ib.  av. 

Net, 
Short, 
2000  Ibs. 

Gross, 
Long, 
2240  Ibs. 

Metric, 
1000kg. 

1 

15432.4 

32.1507 

35.2740 

2.67923 

2.20462 

0.01102 

O.o9842 

0.001 

O.o  6480 

1 

0.02083 

OJ2286 

O.ol736 

O.o  1429 

O.o7143 

O.o6378 

O.o6480 

0.03110 

480 

1 

1.09714 

0.08333 

0.06857 

O.o  3429 

0-o3061 

O.o3110 

0.02835 

437.5 

0.91146 

1 

0.07595 

0.06250 

O.S3125 

O.o2790 

O.o2835 

0.37324 

5760 

12 

13.1657 

1 

0.82286 

O.o4114 

O.o3674 

O.S3732 

0.45359 

7000 

14.5833 

16 

1.21528 

1 

0.00050 

O.o4464 

0.04536 

907.185 

14000000 

29166.7 

32000 

2430.56 

2000 

1 

0.89286 

0.90719 

1016.05 

15680000 

32666.7 

35840 

2722.22 

2240 

1.12 

1 

1.01605 

1000 

15432356 

32150.7 

35274.0 

2679.23 

2204.62 

1.10231 

0.98421 

1 

1  ounce  avoir.  =  16  drams,  avoir.       1  ounce  troy  =  20  pennyweight,  dwt. 
1  ounce  apoth.,  3=8  drams,  3=24  scruples,  9=480  grains,  gr  =  31.1035  g. 
1  hundred  weight =1/20  long  ton=4  quarters  =  8  stone  =  112  Ibs. =50.8024  kg. 

Notations  o,  o.  o.  etc.,  indicate  that  the  o>  o.  o«  etc.,  are  to  be  replaced  by 
2,  3,  4,  etc.,  ciphers. 

EXAMPLE— 1  grain  =  O.o2083  =  0.002083  oz.  t.     1  grain =0.o6480= 0.00006480  kg. 

339 


CARNEGIE    STEEL    COMPANY 


EQUIVALENTS  OF  MEASURE 
FORCES  OR  WEIGHTS  PER  UNITS  OF  LENGTH,  LINEAR  WEIGHTS 

1  dyne  per  centimeter  =  0.00101  979  g/cm          =  0.000183719  poundal/in. 
1  gram  per  centimeter  =     980.5966  dynes/cm  =  0.180154       poundal/in. 
1  poundal  per  inch        =       5443.11  dynes/cm  =  5.55081  g/cm  =  0.0310832  pound/in. 

Grams 
per 

Centi- 
meter 
g/cm 

Grains 
per  Inch, 
gr./in. 

Pounds 
per  Inch, 
lb./in. 

Pounds 
per  Foot, 
lb./ft. 

Pounds 
per  Yard, 
Ib./yd. 

Kilograms 
per  Meter 
kg/m 

Net  Tons, 
2000  Ibs., 
per  Mile 

Gross 
Tons, 
2240  Ibs., 
per  Mile 

Metric 
Tons, 
1000kg, 
per 
Kilometer 

1 
0.02551 
178.579 
14.8816 
4.96054 
10 
5.63698 
6.31342 
10 

39.1983 
1 
7000 
583.333 
194.444 
391.983 
220.960 
247.475 
391.983 

O.o5600 
O.o  1429 
1 
0.08333 
0.02778 
0.05600 
0.03157 
0.03535 
0.05600 

0.06720 
O.ol714 
12 
1 
0.33333 
0.67197 
0.37879 
0.42424 
0.67197 

0.20159 
O.o5143 
36 
3 
1 
2.01591 
1.13636 
1.27273 
2.01591 

0.10 
O.o2551 
17.8579 
1.48816 
0.49605 
1 
0.56370 
0.63134 
1 

0.17740 
O.o4526 
31.6800 
2.64000 
0.88000 
1.77400 
1 
1.12 
1.77400 

0.15839 
O.S4041 
28.2857 
2.35714 
0.78571 
1.58393 
0.89286 
1 
1.58393 

0.10 
O.o2551 
17.8579 
1.48816 
0.49605 
1 
0.56370 
0.63134 
1 

FORCES  OR  WEIGHTS  PER  UNITS  OF  AREA,  PRESSURE 
1  dyne  per  sq.  centimeter  =0.00101979  g/cm2       =0.000466646  poundals/in2. 
1  grampersq.  centimeter-^  980.5966  dynes  /cm2  =0.457592        poundals/in2. 
1  poundal  per  sq.  inch       =2142.95  dynes/cm2  =  2.18536  g/cm2  =  0.0310832pound/in2. 

Kilograms 
per 
Sq.  Centi- 
meter, 
kg/cm2 

Pounds 
per 
Sq.  Inch, 
lb./in.2 

Pounds 
per 

Sq.  Foot, 
lb./ft.2 

Net  Tons, 
2000  Ibs. 
per 
Sq.  Foot 

Atmos- 
pheres, 
Standard, 
760mm 

Columns  of  Mercury, 
Hg.  13.59593  Sp.  G. 

Columns  of  Water, 
Max.  Density  4°  C 

Milli- 
meters 

Inches 

Meters 

Feet 

1 
0.07031 
O.o4882 
0.97648 
1.03329 
O.§1360 
0.03453 
0.10 
0.03048 

14.2234 
1 
O.o  6944 
13.8889 
14.6969 
0.01934 
0.49119 
1.42234 
0.43353 

2048.17 
144 
1 
2000 
2116.35 
2.78468 
70.7310 
204.817 
62.4283 

1.02408 
0.07200 
0.00050 
1 
1.05818 
1.01392 
0.03537 
0.10241 
0.03121 

0.96778 
0.06804 
O.o4725 
0.94502 
1 
0.31316 
0.03342 
0.09678 
0.02950 

735.514 
51.7116 
0.35911 
718.216 
760' 
1 
25.4001 
73.5514 
22.4185 

28.9572 
2.03588 
0.01414 
28.2762 
29.9212 
0.03937 
1 
2.89572 
0.88262 

10 
0.70307 
O.o  4882 
9.76482 
10.3329 
0.01360 
0.34534 
1 
0.30480 

32.8083 
2.30665 
0.01602 
32.0367 
33.9006 
0.04461 
1.13299 
3.28083 
1 

FORCES  OR  WEIGHTS  PER  UNITS  OF  VOLUME,  DENSITY 
1  dyne   per  cu.  centimeter  =0.00101979  gram/cm3     =0.00118528  poundals/in3. 
1  gram  per  cu.  centimeter  =980.5966     dynes/cm3    =     1.162283  poundals/in3. 
1  poundal  per  cu.  inch  =843.683  dynes/cm3=0.860378g/cm3  =  0.0310832  pound/in3. 

Grams 
per 
Cu.  Centi- 
meter, 
g/cm3 

Pounds 
per 
Cu.  Inch, 
lb./in.3 

Pounds 
per 
Cu.  Foot, 
lb./ft3 

Pounds 
per 
Cu.  Yard, 
lb./yd.3 

Kilograms 
per 
Cu.  Meter, 
kg/m3 

Pounds 
per 
Bushel, 
U.  S. 

Pounds 
per 
Gallon, 
Dry, 

U.S. 

Pounds 
per 
Gallon, 
Liquid, 
U.  S. 

Kilograms 
per 
Hectoliter, 
kg/hi 

1 
27.6797 
0.01602 
O.o5933 
0.001 
0.01287 
0.10297 
0.11983 
0.01 

0.03613 
1 
O.o5787 
O.o2143 
O.o3613 
O.o4650 
O.o3720 
O.o4329 
0.<J3613 

62.4283 
1728 
1 
0.03704 
0.06243 
0.80356 
6.42851 
7.48052 
0.62428 

1685.56 
46656 
27 
1 
1.68556 
21.6962 
173.570 
201.974 
16.8557 

1000 
27679.7 
16.0184 
0.59327 
1 
12.8718 
102.974 
119.826 
10 

77.6893 
2150.42 
1.24446 
0.04609 
0.07769 
1 
8 
9.30920 
0.77689 

9.71116 
268.803 
0.15556 
O.o5762 
O.f>9711 
0.125 
1 
1.16365 
0.09711 

8.34545 
231 
0.13368 
OT§4951 
O.o8345 
0.10742 
0.85937 
1 
0.08345 

100 
2767.97 
1.60184 
0.05933 
0.10 
1.28718 
10.2974 
11.9826 
1 

Notations  o>  o>  o>  etc.,  indicate  that  the  §>  o>  o>  etc.,    are   to  be  replaced  by 
2,  3,  4,  etc.  ciphers.           EXAMPLE—  1  kg/m3  =  0/o3613  =  0.00003613  lb./in3. 

340 


MEASURES    AND    WEIGHTS 


EQUIVALENTS  OF  MEASURE 
ENERGY,  WORK,  HEAT 
1  dyne-centimeter=l  erg  =0.00101979  gram-centimeter=0.o737612  foot-pound. 
1  gram-centimeter  =  980.5966  ergs=0.o7233  foot-pound. 
1  foot-pound  =  13557300  ergs=  13825.5  gram-centimeters. 

Kilogram- 
meters, 
kg-m 

Foot- 
Pounds, 
ft.-lbs. 

Horsepower-hour 

Poncelet- 
hours, 
100  kg-m-h 

Kilowatt- 
hours, 
kw-h 

Joules, 
107  ergs, 
j-s 

Thermal  Units 

U.  S., 
H.  P.-h 

Metric, 
75  kg-m-h 

B.  T.  U. 
b.  t.  u. 

Calorie, 
kg-cal 

1 
0.13826 
273745 
270000 
360000 
367123 
0.10198 
107.577 
426.900 

7.23300 
1 
1980000 
1952910 
2603880 
2655403 
0.73761 
778.104 
3087.77 

O.o3653 
O.o  5051 
1 
0.98632 
1.31509 
1.34111 
O.o3725 
O.o  3930 
O.ol559 

O.o3704 
O.o5121 
1.01387 
1 
1.33333 
1.35972 
O.o3777 
O.o3984 
O.oloSl 

0.82778 
O.S3840 
0.76040 
0.75 
1 
1.01979 
O.S2833 
O.o2988 
O.oll86 

O.o  2724 
O.o3766 
0.74565 
0.73545 
0.98060 
1 
O.o2778 
O.o2930 
O.oll63 

9.80597 
1.35573 
2684340 
2647610 
3530147 
3600000 
1 
1054.90 
4186.17 

O.o  9296 
0.ol2S5 
2544.65 
2509.83 
3346.44 
3412.66 
O.o9480 
1 
3.96832 

0.§2342 
O.o3239 
641.240 
632.467 
843.289 
859.975 
O.S2389 
0.25200 

POWER,  RATE  OF  ENERGY  AND  HEAT 
1  erg  per  sec.=l  dyne-cm/sec.=0.00101979  gram-cm/sec.  =0.o737612  foot-pounds/sec. 
1  gram-centimeter  per  second  =980.  5966  ergs/sec.  =0.o7238  foot-pounds/sec. 
1  foot-pound  per  second  =  13557300  ergs/sec  =  13825.5  gram-cm/sec. 

Kilogram- 
meters 
per 
Second, 
kg-m/s 

Foot- 
pounds 
per 
Second, 
ft.-lbs./s 

Horsepower 

Poncelet, 
100 
kg-m/s 

Kilowatt, 
kv. 

Watts, 
10Tergs/s 

Thermal  Unite 
per  Sec. 

U.  S., 
550 
ft.-lbs./s 

Metric, 
75 
kg-m/s 

B.  T.  U. 

btu/'s 

Calorie 
kg-cal/s 

1 
0.13826 
76.0404 
75 
100 
101.  97G 
0.10198 
107.577 
426.900 

7.23300 
1 
550 
542.475 
723.300 
737.612 
0.73761 
778.104 
3087.77 

0.01315 
O.ol818 
1 
0.98632 
1.31509 
1.34111 
O.ol341 
1.41474 
5.61412 

0.01333 
O.ol843 
1.01387 
1 
1.33333 
1.35972 
O.ol360 
1.43436 
5.69200 

0.01 
O.ol383 
0.76040 
0.75 
1 
1.01979 
O.ol020 
1.07577 
4.26900 

O.o  9806 
O.ol356 
0.74565 
0.73545 
0.98060 
1 
0.001 
1.05490 
4.18617 

9.80597 
1.35573 
745.650 
735.448 
980.597 
1000 
1 
1054.90 
4186.17 

O.o9296 
O.ol285 
0.70685 
0.69718 
0.92957 
0.94796 
0.^9480 
1 
3.96832 

O.o2342 
O.o3237 
0.17812 
0.17569 
0.23425 
0.23888 
O.S2389 
0.25200 
1 

VELOCITIES  AND  ACCELERATIONS 
1  kine=l  centimeter  per  second  =0.0328083  foot  per  second. 
1  radian   per   second  =57.2958  degrees  per  sec.=0.159155  revolutions  per  sec. 
1  gravity=980.5966  centimeters  per  sec.  per  sec.  =32.1717  feet  per  sec.  per  sec. 

Meters 
per 
Second, 
m/s 

Feet 
per 
Second, 
ft./s 

Miles 
per  Hour, 
M/h 

Knots 
per  Hour, 
U.  S. 

Kilo- 
meters 
Hour, 

km/h 

Meter 
per 

sec/sec 
m/s2 

Feet 
per 

sec/sec 
ft./a> 

Miles 
per 

hour/sec 
M/h-s 

Kilometer 
per 
hour/sec 
km/h-s 

1 
0.30480 
0.44704 
0.51479 
0.27778 

3.28083 
1 
1.46667 
1.68894 
0.91134 

2.23693 
0.68182 
1 
1.15155 
0.62137 

1.94254 
0.59209 
0.86839 
1 
0.53959 

3.6 
1.09728 
1.60935 
1.85325 
1 

1 
0.30480 
0.44704 
0.27778 

3.28083 
1 
1.46667 
0.91134 

2.23693 
0.68182 
1 
0.62137 

3.6 
1.09728 
1.60935 
1 

Notations  o,  o>  o,  etc.,  indicate  that  the  £>  o>  o,  etc.,  are  to  be  replaced  by 
2,  3,  4,  etc.,  ciphers.         EXAMPLE—  1  Calorie=0.oll63=0.001163  kilowatt-hours. 

341 


CARNEGIE    STEEL    COMPANY 


METRIC  CONVERSION  TABLES 

INCHES  TO  CENTIMETERS  —  1  in.  =2.540005  cm 

^ 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

2.540 

5.080 

7.620 

10.160 

12.700 

15.240 

17.780 

20.320 

22.860 

i 

25.400 

27.940 

30.480 

33.020 

35.560 

38.100 

40.640 

43.180 

45.720 

48.260 

2 

50.800 

53.340 

55.880 

58.420 

60.960 

63.500 

66.040 

68.580 

71.120 

73.660 

3 

76.200 

78.740 

81.280 

83.820 

86.360 

88.900 

91.440 

93.980 

96.520 

99.060 

4 

101.600 

104.140 

106.680 

109.220 

111.760 

114.300 

116.840 

119.380 

121.920 

124.460 

5 

127.000 

129.540 

132.080 

134.620 

137.160 

139.700 

142.240 

144.780 

147.320 

149.860 

6 

152.400 

154.940 

157.480 

160.020 

162.560 

165.100 

167.640 

170.180 

172.720 

175.260 

7 

177.800 

180.340 

182.880 

185.420 

187.960 

190.500 

193.040 

195.580 

198.120 

200.660 

8 

203.200 

205.740 

208.280 

210.820 

213.360 

215.900 

218.440 

220.980 

223.520 

226.060 

9 

228.600 

231.140 

233.680 

236.220 

238.760 

241.300 

243.840 

246.380 

248.920 

251.460 

INCHES2    TO    CENTIMETERS2  —  1  Hl.2=6.451625  Cm2 

^ 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

6.452 

12.903 

19.355 

25.807 

32.258 

38.710 

45.161 

51.613 

58.065 

1 

64.516 

70.968 

77.420 

83.871 

90.323 

96.774 

103.226 

109.678 

116.129 

122.581 

2 

129.033 

135.484 

141.936 

148.387 

154.839 

161.291 

167.742 

174.194 

180.646 

187.097 

3 

193.549 

200.000 

206.452 

212.904 

219.355 

225.807 

232.259 

238.710 

245.162 

251.613 

4 

258.065 

264.517 

270.968 

277.420 

283.872 

290.323 

296.775 

303.226 

309.678 

316.130 

5 

'322.581 

329.033 

335.485 

341.936 

348.388 

354.839 

361.291 

367.743 

374.194 

380.646 

6 

387.098 

393.549 

400.001 

406.452 

412.904 

419.356 

425.807 

432.259 

438.711 

445.162 

7 

451.614 

458.065 

464.517 

470.969 

477.420 

483.872 

490.324 

496.775 

503.227 

509.678 

8 

516.130 

522.582 

529.033 

535.485 

541.937 

548.388 

554.840 

561.291 

567.743 

574.195 

9 

580.646 

587.098 

593.550 

600.001 

606.453 

612.904 

619.356 

625.808 

632.259 

638.711 

INCHES3    TO    CENTIMETERS3  —  1  in.  3=16.  38716  Cm3 

^ 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

16.39 

32.77 

49.16 

65.55 

81.94 

98.32 

114,71 

131.10 

147.48 

1 

163.87 

180.26 

196.65 

213.03 

229.42 

245.81 

262.19 

278.58 

294.97 

311.36 

2 

327.74 

344.13 

360.52 

376.90 

393.29 

409.68 

426.07 

442.45 

458.84 

475.23 

3 

491.61 

508.00 

524.39 

540.78 

557.16 

573.55 

589.94 

606.32 

622.71 

639.10 

4 

655.49 

671.87 

688.26 

704.65 

721.04 

737.42 

753.81 

770.20 

786.58 

802.97 

5 

819.36 

835.75 

852.13 

868.52 

884.91 

901.29 

917.68 

934.07 

950.46 

966.84 

6 

983.23 

999.62 

1016.00 

1032.39 

1048.78 

1065.17 

1081.55 

1097.94 

1114.33 

1130.71 

7 

1147.10 

1163.49 

1179.88 

1196.26 

1212.65 

1229.04 

1245.42 

1261.81 

1278.20 

1294.59 

8 

1310.97 

1327.36 

1343.75 

1360.13 

1376.52 

1392.91 

1409.30 

1425.68 

1442.07 

1458.46 

9 

1474.84 

1491.23 

1507.62 

1524.01 

1540.39 

1556.78 

1573.17 

1589.55 

1605.94 

1622.33 

INCHES4    TO    CENTIMETERS4  —  1  in.  4==41.  62347  CHI4 

^ 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

41.62 

83.25 

124.87 

166.49 

208.12 

249.74 

291.36 

332.99 

374.61 

1 

416.23 

457.86 

499.48 

541.11 

582.73 

624.35 

665.98 

707.60 

749.22 

790.85 

2 

832.47 

874.09 

915.72 

957.34 

998.96 

1040.59 

1082.21 

1123.83 

1165.46 

1207.08 

3 

1248.70 

1290.33 

1331.95 

1373.57 

1415.20 

1456.82 

1498.44 

1540.07 

1581.69 

1623.32 

4 

1664.94 

1706.56 

1748.19 

1789.81 

1831.43 

1873.06 

1914.68 

1956.30 

1997.93 

2039.55 

5 

2081.17 

2122.80 

2164.42 

2206.04 

2247.67 

2289.29 

2330.91 

2372.54 

2414.16 

2455.78 

6 

2497.41 

2539.03 

2580.66 

2622.28 

2863.90 

2705.53 

2747.15 

2788.77 

2830.40 

2872.02 

7 

2913.64 

2955.27 

2996.89 

3038.51 

3080.14 

3121.76 

3163.38 

3205.01 

3246.63 

3288.25 

8 

3329.88 

3371.50 

3413.12 

3454.75 

3496.37 

3537.99 

3579.62 

3621.24 

3662.87 

3704.49 

9 

3746.11 

3787.74 

3829.36 

3870.98 

3912.61|3954.23 

3995.85 

4037.48 

4079.10 

4120.72 

342 


MEASURES    AND    WEIGHTS 


METRIC  CONVERSION  TABLES 

CENTIMETERS  TO  INCHES  —  1  cm=0.3937  in. 

*^ 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

0.3937 

0.7874 

1.1811 

1.5748 

1.9685  !    2.3622 

2.7559 

3.1496 

3.5433 

i 

3.9370 

4.3307 

4.7244 

5.1181 

5.5118 

5.9055 

6.2992 

6.6929 

7.0866 

7.4803 

2 

7.8740 

8.2677 

8.6614 

9.0551 

9.4488 

9.8425 

10.2362  !  10.6299 

11.0236 

11.4173 

3 

11.8110 

12.2047 

12.5984 

12.9921 

13.3858 

13.7795  114.1732   14.5669 

14.9606 

15.3543 

4 

15.7480 

16.1417 

16.5354  i  16.9291 

17.3228  !  17.7165 

18.1102   18.5039 

18.8976 

19.2913 

5 

19.6850 

20.0787 

20.4724 

20.8661 

21.2598 

21.6535 

22.0472   22.4409   22.8346   23.2283 

6 

23.6220 

24.0157 

24.4094 

24.8031 

25.1968 

25.5905 

25.9842  :  26.3779  i  26.7716 

27.1653 

7 

27.5590 

27.9527 

28.3464 

28.7401 

29.1338 

29.5275 

29.9212  1  30.3149  i  30.7086 

31.1023 

8 

31.4960 

31.8897 

32.2834 

32.6771 

33.0708 

33.4645 

33.8582 

34.2519  34.6456 

35.0393 

9 

35.4330 

35.8267  1  36.2204 

36.6141 

37.0078 

37.4015 

37.7952 

38.1889  1  38.5826 

38.9763 

CENTIMETERS2    TO    INCHES2  —  1  Cm2=0.  15499969  in.2. 

§i 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

0.1550 

0.3100 

0.4650 

0.6200 

0.7750 

0.9300 

1.0850 

1.2400 

1.3950 

1 

1.5500 

1.7050 

1.8600 

2.0150 

2.1700 

2.3250 

2.4800 

2.6350 

2.7900 

2.9450 

2 

3.1000 

3.2550 

3.4100 

3.5650 

3.7200 

3.8750 

4.0300 

4.1850 

4.3400 

4.4950 

3 

4.6500 

4.8050 

4.9600 

5.1150 

5.2700 

5.4250 

5.5800 

5.7350 

5.8900 

6.0450 

4 

6.2000 

6.3550 

6.5100 

6.6650  i    6.8200 

6.9750 

7.1300 

7.2850 

7.4400 

7.5950 

5 

7.7500 

7.9050 

8.0600 

8.2150 

8.3700 

8.5250 

8.6800 

8.8350 

8.9900 

9.1450 

6 

9.3000 

9.4550 

9.6100 

9.7650 

9.9200 

10.0750 

10.2300 

10.3850 

10.5400 

10.6950 

7 

10.8500 

11.0050 

11.1600 

11.3150  i  11.4700 

11.6250 

11.7800 

11.9350 

12.0900 

12.2450 

8 

12.4000 

12.5550 

12.7100 

12.8650 

13.0200  i  13.1750 

13.3300 

13.4850 

13.6400 

13.7950 

9 

13.9500 

14.1050 

14.2600 

14.4150 

14.5700  i  14.7250 

14.8800 

15.0350 

15.1900 

15.3450 

CENTIMETERS3    TO    INCHES3  —  1  Cm3=0.  0610234  in.3. 

^ 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

0.06102 

0.12205 

0.18307  0.24409 

0.30512 

0.36614 

0.42716 

0.48819 

0.54921 

1 

0.61023 

0.67126 

0.73228 

0.79330  0.85433  0.91535 

0.97637 

1.03740 

1.09842 

1.15944 

2 

1.22047 

1.28149 

1.34251 

1.40354  i  1.  46456  j  1.52559 

1.58661 

1.64763 

1.70886 

1.76968 

3 

1.83070    1.89173 

1.95275 

2.01377  2.07480  2.13582 

2.19684 

2.25787 

2.31889 

2.37991 

4 

2.44094   2.50196 

2.56298 

2.62401   2.68503 

2.74605  1  2.80708 

2.86810 

2.92912 

2.99015 

5 

3.05117|3.11219   3.17322 

3.23424  i  3.29526 

3.35629  3.41731 

3.47833 

3.53936 

3.60038 

6 

3.66140  !  3.72243   3.78345  1  3.84447  !  3.90550  i  3.96652  4.02754 

4.08857 

4.14959 

4.21061 

7 

4.27164   4.33266 

4.39368  1  4.45471  1  4.51573  4.57675  4.63778 

4.69880 

4.75983 

4.82085 

8 

4.88187   4.94290 

5.00392 

5.06494 

5.12597 

5.18699 

5.24801 

5.30904 

5.37006 

5.43108 

9 

5.49211    5.55313 

5.61415 

5.67518 

5.73620 

5.79722 

5.85825 

5.91927 

5.98029 

6.04132 

CENTIMETERS4    TO    INCHES4  —  1  Cm4=0.  0240249  in.4. 

Hi 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

0.02402 

0.04805 

0.07207 

0.09610 

0.12012 

0.14415 

0.16817 

0.19220 

0.21622 

1 

0.24025 

0.26427 

0.28830 

0.31232 

0.33635 

0.36037 

0.38440 

0.40842 

0.43245 

0.45647 

2 

0.48050   0.50452 

0.52855 

0.55257 

0.57660 

0.60C62  10.62465 

0.64867 

0.67270 

0.69672 

3 

0.72075   0.74477 

0.76880 

0.79282 

0.81685 

0.84087 

0.86490 

0.88892 

0.91295 

0.93697 

4 

0.96100 

0.98502 

1.00905 

1.03307 

1.05710 

1.08112 

1.10515 

1.12917 

1.15320 

1.17722 

5 

1.20125 

1.22527 

1.24930 

1.27332 

1.29734 

1.32137 

1.34539 

1.36942 

1.39344 

1.41747 

6 

1.44149 

1.46552 

1.48954 

1.51357 

1.53759 

1.56162 

1.58564 

1.60967 

1.63369 

1.65772 

7 

1.68174 

1.70577 

1.72979 

1.75382 

1.77784 

1.80187 

1.82589 

1.84992 

1.87394 

1.89797 

8 

1.92199 

1.94602 

1.97004 

1.99407 

2.01809 

2.04212 

2.06614 

2.09017 

2.11419 

2.13822 

9 

2.16224 

2.18627 

2.21029 

2.23432 

2.25834 

2.28237 

2.30639 

2.33042 

2.35444 

2.37847 

343 


CARNEGIE    STEEL    COMPANY 


METRIC  CONVERSION  TABLES 

FEET  TO  METERS  —  1  ft.=0.3048006  m 

*& 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

0.3048 

0.6096 

0.9144 

1.2192 

1.5240 

1.8288 

2.1336 

2.4384 

2.7432 

i 

3.0480 

3.3528 

3.6576 

3.9624 

4.2672 

4.5720 

4.8768 

5.1816 

5.4864 

5.7912 

2 

6.0960 

6.4008 

6.7056 

7.0104 

7.3152 

7.6200 

7.9248 

8.2296 

8.5344 

8.8392 

3 

9.1440 

9.4488 

9.7536 

10.0584 

10.3632 

10.6680 

10.9728 

11.2776 

11.5824 

11.8872 

4 

12.1920 

12.4968 

12.8016 

13.1064 

13.4112 

13.7160 

14.0208 

14.3256 

14.6304 

14.9352 

5 

15.2400 

15.5448 

15.8496 

16.1544 

16.4592 

16.7640 

17.0688 

17.3736 

17.6784 

17.9832 

6 

18.2880 

18.5928 

18.8976 

19.2024 

19.5072 

19.8120 

20.1168 

20.4216 

20.7264 

21.0312 

7 

21.3360 

21.6408 

21.9456 

22.2504 

22.5552 

22.8600 

23.1648 

23.4696 

23.7744 

24.0792 

8 

24.3840 

24.6888 

24.9936 

25.2984 

25.6033 

25.9081 

26.2129 

26.5177 

26.8225 

27.1273 

9 

27.4321 

27.7369 

28.0417 

28.3465 

28.6513 

28.9561 

29.2609 

29.5657 

29.8705 

30.1753 

POUNDS  PER  FOOT  TO  KILOGRAMS  PER  METER  —  1  Ib./ft.=i.488i6i  kg/m 

VA- 

s^i. 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

1.488 

2.976 

4.464 

5.953 

7.441 

8.929 

10.417 

11.905 

13.393 

1 

14.882 

16.370 

17.858 

19.346 

20.834 

22.322 

23.811 

25.299 

26.787 

23.275 

2 

29.763 

31.251 

32.740 

34.228 

35.716 

37.204 

38.692 

40.180 

41.669 

43.157 

3 

44.645 

46.133 

47.621 

49.109 

50.597 

52.086 

53.574 

55.062 

56.550 

58.038 

4 

59.526 

61.015 

62.503 

63.991 

65479 

66.967 

68.455 

69.944 

71.432 

72.920 

5 

74.408 

75.896 

77.384 

78.873 

80.361 

81.849 

83.337 

84.825 

86.313 

87.802 

6 

89.290 

90.778 

92.266 

93.754 

95.242 

96.730 

98.219 

99.707 

101.195 

102.683 

7 

104.171 

105.659 

107.148 

108.636 

110.124 

111.612 

113.100 

114.588 

116.077 

117.565 

8 

119.053 

120.541 

122.029 

123.517 

125.006 

126.494 

127.982 

129.470 

130.958 

132.446 

9 

133.934 

135.423 

136.911 

138.399 

139.887 

141.375 

142.863 

144.352 

145.840 

147.328 

POUNDS  PER  SQ.  INCH  TO  KG.  PER  SQ.  CM.  —  1  Ib.  /in.  2=o.0703067  kg/cm2 

*& 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

0.07031 

0.14061 

0.21092 

0.28123 

0.35153 

0.42184 

0.49215 

0.56245 

0.63276 

i 

0.70307 

0.77337 

0.84368 

0.91399 

0.98429 

1.05460 

1.12491 

1.19521 

1.26552 

1.33583 

2 

1.40613 

1.47644 

1.54675 

1.61705 

1.68736 

1.75767 

1.82797 

1.89828 

1.96859 

2.03889 

3 

2.10920 

2.17951 

2.24981 

2.32012 

2.39043 

2.46073 

2.53104 

2.60135 

2.67165 

2.74196 

4 

2.81227 

2.88257 

2.95288 

3.02319 

3.09349 

3.16380 

3.23411 

3.30441 

3.37472 

3.44503 

5 

3.51534 

3.58564 

3.65595 

3.72626 

3.79656 

3.86687 

3.93718 

4.00748 

4.07779 

4.14810 

6 

4.21840 

4.28871 

4.35902 

4.42932 

4.49963 

4.56994 

4.64024 

4.71055 

4.78086 

4.85116 

7 

4.92147 

4.99178 

5.06208 

5.13239 

5.20270 

5.27300 

5.34331 

5.41362 

5.48392 

5.55423 

8 

5.62454 

5.69484 

5.76515 

5.83546 

5.90576 

5.97607 

6.04638 

6.11668 

6.18699 

6.25730 

9 

6.32760 

6.39791 

6.46822 

6.53852 

6.60883 

6.67914 

6.74944  1  6.81975 

6.89006 

6.96036 

INCH-POUNDS  TO  KILOGRAM-CENTIMETERS  —  1  in-lb.  =1.1521  27  kg-cm 

>&> 

'v^ 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

o 

1.152 

2.304 

3.456 

4.609 

5.761 

6.913 

8.065 

9.217 

10.369 

i 

11.521 

12.673 

13.826 

14.978 

16.130 

17.282 

18.434 

19.586 

20.738 

21.890 

2 

23.043 

24.195 

25.347 

26.499 

27.651 

28.803 

29.955 

31.107 

32.260 

33.412 

3 

34.564 

35.716 

36.868 

38.020 

39.172 

40.324 

41.477 

42.629 

43.781 

44.033 

4 

46.085 

47.237 

48.389 

49.541 

50.694 

51.846 

52.998 

54.150 

55.302 

56.454 

5 

57.606 

58.758 

59.911 

61.063 

62.215 

63.367 

64.519 

65.671 

66.823 

67.975 

6 

69.128 

70.280 

71.432 

72.584 

73.736 

74.888 

76.040 

77.193 

78.345 

79.497 

7 

80.649 

81.801 

82.953 

84.105 

85.257 

86.410 

87.562 

88.714 

89.866 

91.018 

8 

92.170 

93.322 

94.474 

95.627 

96.779 

97.931 

99.083 

100.235 

101.387 

102.539 

9 

103.691 

104.844 

105.996 

107.148 

108.300 

109  .452  1  110.604 

111.756 

112.908 

114.061 

344 


MEASURES    AND    WEIGHTS 


METRIC  CONVERSION  TABLES 

METERS  TO  FEET  —  1  m=3.2808333  ft. 

^ 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

1 

2 
3 
4 
5 
6 
7 
8 
9 

32.808 
65.617 
98.425 
131.233 
164.042 
196.850 
229.658 
262.467 
295.275 

3.281 
36.089 
68.898 
101.706 
134.514 
167.323 
200.131 
232.939 
265.748 
298.556 

6.562 
39.370 

.  72.178 
104.987 
137.795 
170.603 
203.412 
236.220 
269.028 
301.837 

9.843 
42.651 
75.459 
108.268 
141.076 
173.884 
206.693 
239.501 
272.309 
305.118 

13.123 
45.932 
78.740 
111.548 
144.357 
177.165 
209.973 
242.782 
275.590 
308.398 

16.404 
49.213 
82.021 
114.829 
147.638 
180.446 
213.254 
246.063 
278.871 
311.679 

19.685 
52.493 
85.302 
118.110 
150.918 
183.727 
216.535 
249.343 
282.152 
314.960 

22.966 
55.774 
88.583 
121.391 
154.199 
187.008 
219.816 
252.624 
285.433 
318.241 

26.247 
59.055 
91.863 
124.672 
157.480 
190.288 
223.097 
255.905 
288.713 
321.522 

29.528 
62.336 
95.144 
127.953 
160.761 
193.569 
226.378 
259.186 
291.994 
324.803 

KILOGRAMS  PER  METER  TO  POUNDS  PER  FOOT—  1  kg/m=o.67i97  Ib./ft. 

§g 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

i 

2 
3 
4 
5 
6 
7 
8 
9 

6.7197 
13.4394 
20.1591 
26.8788 
33.5985 
40.3182 
47.0379 
53.7576 
60.4773 

0.6720 
7.3917 
14.1114 
20.8311 
27.5508 
34.2705 
40.9902 
47.7099 
54.4296 
61.1493 

1.3439 
8.0636 
14.7833 
21.5030 
28.2227 
34.9424 
41.6621 
48.3818 
55.1015 
61.8212 

2.0159 
8.7356 
15.4553 
22.1750 
28.8947 
35.6144 
42.3341 
49.0538 
55.7735 
62.4932 

2.6879 
9.4076 
16.1273 
22.8470 
29.5667 
36.2864 
43.0061 
49.7258 
56.4455 
63.1652 

3.3599 
10.0796 
16.7993 
23.5190 
30.2387 
36.9584 
43.6781 
50.3978 
57.1175 
63.8372 

4.0318 
10.7515 
17.4712 
24.1909 
30.9106 
37.6303 
44.3500 
51.0697 
57.7894 
64.5091 

4.7038 
11.4235 
18.1432 
24.8629 
31.5826 
38.3022 
45.0220 
51.7417 
58.4614 
65.1811 

5.3758 
12.0955 
18.8152 
25.5349 
32.2546 
38.9743 
45.6940 
52.4137 
59.1334 
65.8531 

6.0477 
12.7674 
19.4871 
26.2068 
32.9265 
39.6462 
46.3659 
53.0856 
59.8053 
66.5250 

KG.  PER  SQ.  CM.  TO  POUNDS  PER  SQ.  INCH  —  1  kg/cm2=i4.2234  lbs./in.2 

^ 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

i 

2 
3 
4 
5 
6 
7 
8 
9 

142.23 
284.47 
426.70 
568.94 
711.17 
853.40 
995.64 
1137.87 
1280.11 

14.22 
156.46 
298.69 
440.93 
583.16 
725.39 
867.63 
1009.86 
1152.10 
1294.33 

28.45 
170.68 
312.91 
455.15 
597.38 
739.62 
881.85 
1024.08 
1166.32 
1308.55 

42.67 
184.90 
327.14 
469.37 
611.61 
753.84 
896.07 
1038.31 
1180.54 
1322.78 

56.89 
199.13 
341.36 
483.60 
625.83 
768.06 
910.30 
1052.53 
1194.77 
1337.00 

71.12 
213.35 
355.59 
497.82 
640.05 
782.29 
924.52 
1066.76 
1208.99 
1351.22 

85.34 
227.57 
369.81 
512.04 
654.28 
796.51 
938.74 
1080.98 
1223.21 
1365.45 

99.56 
241.80 
384.03 
526.27 
668.50 
810.73 
952.97 
1095.20 
1237.44 
1379.67 

113.79 
256.02 
398.26 
540.49 
682.72 
824.96 
967.19 
1109.43 
1251.66 
1393.89 

128.01 
270.24 
412.48 
554.71 
696.95 
839.18 
981.41 
1123.65 
1265.88 
1408.12 

KILOGRAM-CENTIMETERS  TO  INCH-POUNDS  —  1  kg/cm=0.86796  in./lb. 

s 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

1 

2 
3 
4 
5 
6 
7 
8 
9 

8.6796 
17.3592 
26.0388 
34.7184 
43.3980 
52.0776 
60.7572 
69.4368 
78.1164 

0.8680 
9.5476 
18.2272 
26.9068 
35.5864 
44.2660 
52.9456 
61.6252 
70.3048 
78.9844 

1.7359 
10.4155 
19.0951 
27.7747 
36.4543 
45.1339 
53.8135 
62.4931 
71.1727 
79.8523 

2.6039 
11.2835 
19.9631 
28.6427 
37.3223 
46.0019 
54.6815 
63.3611 
72.0407 
80.7203 

3.4718 
12.1514 
20.8310 
29.5106 
38.1902 
46.8698 
55.5494 
64.2290 
72.9086 
81.5882 

4.3398     5.2078 
13.0194   13.8874 
21.6990  22.5670 
30.3786  j  31.2466 
39.0582  39.9262 
47.7378  48.6058 
56.4174  57.2854 
65.0970  65.9650 
73.7766  74.6446 
82.4562  83.3242 

6.0757 
14.7553 
23.4349 
32.114d 
40.7941 
49.4737 
58.1533 
66.8329 
75.5125 
84.1921 

6.9437 
15.6233 
24.3029 
32.9825 
41.6621 
50.3417 
59.0213 
67.7009 
76.3805 
85.0601 

7.8116 
16.4912 
25.1708 
33.8504 
42.5300 
51.2096 
59.8892 
68.5688 
77.2484 
85.9280 

345 


CARNEGIE    STEEL    COMPANY 


METRIC  CONVERSION  TABLE 

INCHES  TO  MILLIMETERS 

39.37  inches,  IT.  S.  Standard=l  meter=100  centimeters=1000  millimeters. 

Inches 

0 

He 

% 

3/10 

% 

5/io 

% 

7/10 

0 
1 
2 
3 

4 
5 

0.00 

25.40 
50.80 
76.20 
101.60 
127.00 

1.59 
26.99 
52.39 
77.79 
103.19 
128.59 

3.18 
28.58 
53.98 
79.38 
104.78 
130.18 

4.76 
30.16 
55.56 
80.96 
106.36 
131.76 

6.35 
31.75 
57.15 
82.55 
107.95 
133.35 

7.94 
33.34 
58.74 
84.14 
109.54 
134.94 

9.53 
34.93 
60.33 
85.73 
111.13 
136.53 

11.11 
36.51 
61.91 
87.31 
112.71 
138.11 

6 
7 
8 
9 
10 

152.40 
177.80 
203.20 
228.60 
254.00 

153.99 
179.39 
204.79 
230.19 
255.59 

155.58 
180.98 
206.38 
231.78 
257.18 

157.16 
182.56 
207.96 
233.36 
258.76 

158.75 
184.15 
209.55 
234.95 
260.35 

160.34 
185.74 
211.14 
236.54 
261.94 

161.93 
187.33 
212.73 
238.13 
263.53 

163.51 
188.91 
214.31 
239.71 
265.11 

11 
12 
13 
14 
15 

279.40 
304.80 
330.20 
355.60 
381.00 

280.99 
306.39 
331.79 
357.19 
382.59 

282.58 
307.98 
333.38 
358.78 
384.18 

284.16 
309.56 
334.96 
360.36 
385.76 

285.75 
311.15 
336.55 
361.95 
387.35 

287.34 
312.74 
338.14 
363.54 
388.94 

288.93 
314.33 
339.73 
365.13 
390.53 

290.51 
315.91 
341.31 
366.71 
392.11 

16 
17 
18 
19 
20 

406.40 
431.80 
457.20 
482.60 
508.00 

407.99 
433.39 
458.79 
484.19 
509.59 

409.58 
434.98 
460.38 
485.78 
511.18 

411.16 
436.56 
461.96 
487.36 
512.76 

412.75 
438.15 
463.55 
488.95 
514.35 

414.34 
439.74 
465.14 
490.54 
515.94 

415.93 
441.33 
466.73 
492.13 
517.53 

417.51 
442.91 
468.31 
493.71 
519.11 

21 
22 
23 
24 
25 

533.40 
558.80 
584.20 
609.60 
635.00 

534.99 
560.39 
585.79 
611.19 
636.59 

536.58 
561.98 
587.38 
612.78 
638.18 

538.16 
563.56 
588.96 
614.36 
639.76 

539.75 
565.15 
590.55 
615.95 
641.35 

541.34 
566.74 
592.14 
617.54 
642.94 

542.93 
568.33 
593.73 
619.13 
644.53 

544.51 
569.91 
595.31 
620.71 
646.11 

26 
27 
28 
29 
30 

660.40 
685.80 
711.20 
736.60 
762.00 

661.99 
687.39 
712.79 
738.19 
763.59 

663.58 

688.98 
714.38 
739.78 
765.18 

665.16 
690.56 
715.96 
741.36 
766.76 

666.75 
692.15 
717.55 
742.95 
768.35 

668.34 
693.74 
719.14 
744.54 
769.94 

669.93 
695.33 
720.73 
746.13 
771.53 

671.51 
696.91 
722.31 
747.71 
773.11 

31 
32 
33 
34 
35 

787.40 
812.80 
838.20 
863.60 
889.00 

788.99 
814.39 
839.79 
865.19 
890.59 

790.58 
815.98 
841.38 
866.78 
892.18 

792.16 
817.56 
842.96 
868.36 
893.76 

793.75 
819.15 
844.55 
869.95 
895.35 

795.34 
820.74 
846.14 
871.54 
896.94 

796.93 
822.33 
847.73 
873.13 
'  898.53 

798.51 
823.91 
849.31 
874.71 
900.11 

36 
37 

38 
39 
40 

914.40 
939.80 
965.20 
990.60 
1016.00 

915.99 
941.39 
966.79 
992.19 
1017.59 

917.58 
942.98 
968.38 
993.78 
1019.18 

919.16 
944.56 
969.96 
995.36 
1020.76 

920.75 
946.15 
971.55 
996.95 
1022.35 

922.34 
947.74 
973.14 
998.54 
1023.94 

923.93 
949.33 
974.73 
1000.13 
1025.53 

925.51 
950.91 
976.31 
1001.71 
1027.11 

41 
42 
43 
44 
45 

1041.40 
1066.80 
1092.20 
1117.60 
1143.00 

1042.99 
1068.39 
1093.79 
1119.19 
1144.59 

1044.58 
1069.98 
1095.38 
1120.78 
1146.18 

1046.16 
1071.56 
1096.96 
1122.36 
1147.76 

1047.75 
1073.15 
1098.55 
1123.95 
1149.35 

1049.34 
1074.74 
1100.14 
1125.54 
1150.94 

1050.93 
1076.33 
1101.73 
1127.13 
1152.53 

1052.51 
1077.91 
1103.31 
1128.71 
1154.11 

46 
47 
48 
49 
50 

1168.40 
1193.80 
1219.20 
1244.60 
1270.00 

1169.99 
1195.39 
1220.79 
1246.19 
1271.59 

1171.58 
1196.98 
1222.38 
1247.78 
1273.18 

1173.16 
1198.56 
1223.96 
1249.36 
1274.76 

1174.75 
1200.15 
1225.55 
1250.95 
1276.35 

1176.34 
1201.74 
1227.14 
1252.54 
1277.94 

1177.93 
1203.33 
1228.73 
1254.13 
1279.53 

1179.51 
1204.91 
1230.31 
1255.71 
1281.11 

346 


MEASURES  AND   WEIGHTS 


METRIC  CONVERSION  TABLE 

INCHES  TO  MILLIMETERS 

39.37  inches,  U.  S.  Standard=l  meter=100  centimeters=1000  millimeters 

Inches 

% 

%6 

% 

Hie 

% 

»%6 

% 

1(He 

0 
1 
2 
3 
4 
5 

12.70 
38.10 
63.50 
88.90 
114.30 
139.70 

14.29 
39.69 
65.09 
90.49 
115.89 
141.29 

15.88 
41.28 
66.68 
92.08 
117.48 
142.88 

17.46 
42.86 
68.26 
93.66 
119.06 
144.46 

19.05 
44.45 
69.85 
95.25 
120.65 
146.05 

20.64 
46.04 
71.44 
96.84 
122.24 
147.64 

22.23 
47.63 
73.03 
98.43 
123.83 
149.23 

23.81 
49.21 
74.61 
100.01 
125.41 
150.81 

6 
7 
8 
9 
10 

165.10 
190.50 
215.90 
241.30 
266.70 

166.69 
192.09 
217.49 
242.89 
268.29 

168.28 
193.68 
219.08 
244.48 
269.88 

169.86 
195.26 
220.66 
246.06 
271.46 

171.45 
196.85 
222.25 
247.65 
273.05 

173.04 
198.44 
223.84 
249.24 
274.64 

174.63 
200.03 
225.43 
250.83 
276.23 

176.21 
201.61 
227.01 
252.41 
277.81 

11 
12 
13 
14 
15 

292.10 
317.50 
342.90 
368.30 
393.70 

293.69 
319.09 
344.49 
369.89 
395.29 

295.28 
320.68 
346.08 
371.48 
396.88 

296.86 
322.26 
347.66 
373.06 
398.46 

298.45 
323.85 
349.25 
374.65 
400.05 

300.04 
325.44 
350.84 
376.24 
401.64 

301.63 
327.03 
352.43 
377.83 
403.23 

303.21 
328.61 
354.01 
379.41 
404.81 

16 
17 
18 
19 
20 

419.10 
444.50 
469.90 
495.30 
520.70 

420.69 
446.09 
471.49 
496.89 
522.29 

422.28 
447.68 
473.08 
498.48 
523.88 

423.86 
449.26 
474.66 
500.06 
525.46 

425.45 
450.85 
476.25 
501.65 
527.05 

427.04 
452.44 
477.84 
503.24 
528.64 

428.63 
454.03 
479.43 
504.83 
530.23 

430.21 
455.61 
481.01 
506.41 
531.81 

21 
22 
23 
24 
25 

546.10 
571.50 
596.90 
622.30 
647.70 

547.69 
573.09 
598.49 
623.89 
649.29 

549.28 
574.68 
600.08 
625.48 
650.88 

550.86 
576.26 
601.66 
627.06 
652.46 

552.45 
577.85 
603.25 
628.65 
654.05 

554.04 
579.44 
604.84 
630.24 
655.64 

555.63 
581.03 
606.43 
631.83 
657.23 

557.21 
582.61 
608.01 
633.41 
658.81 

26 

27 
28 
29 
30 

673.10 
698.50 
723.90 
749.30 
774.70 

674.69 
700.09 
725.49 
750.89 
776.29 

676.28 
701.68 
727.08 
752.48 
777.88 

677.86 
703.26 
728.66 
754.06 
.  779.46 

679.45 
704.85 
730.25 
755.65 
781.05 

681.04 
706.44 
731.84 
757.24 
782.64 

682.63 
708.03 
733.43 
758.83 
784.23 

684.21 
709.61 
735.01 
760.41 
785.81 

31 
32 
33 
34 
35 

800.10 
825.50 
850.90 
876.30 
901.70 

801.69 
827.09 
852.49 
877.89 
903.29 

803.28 
828.68 
854.08 
879.48 
904.88 

804.86 
830.26 
855.66 
881.06 
906.46 

806.45 
831.85 
857.25 
882.65 
908.05 

808.04 
833.44 
858.84 
884.24 
909.64 

809.63 
835.03 
860.43 
885.83 
911.23 

811.21 
836.61 
862.01 
887.41 
912.81 

36 
37 
38 
39 
40 

927.10 
952.50 
977.90 
1003.30 
1028.70 

928.69 
954.09 
979.49 
1004.89 
1030.29 

930.28 
955.68 
981.08 
1006.48 
1031.88 

931.86 
957.26 
982.66 
1008.06 
1033.46 

933.45 
958.85 
984.25 
1009.65 
1035.05 

935.04 
960.44 
985.84 
1011.24 
1036.64 

936.63 
962.03 
987.43 
1012.83 
1038.23 

938.21 
963.61 
989.01 
1014.41 
1039.81 

41 
42 
43 
44 
45 

1054.10 
1079.50 
1104.90 
1130.30 
1155.70 

1055.69 
1081.09 
1106.49 
1131.89 
1157.29 

1057.28 
1082.68 
1108.08 
1133.48 
1158.88 

1058.86 
1084.26 
1109.66 
1135.06 
1160.46 

1060.45 
1085.85 
1111.25 
1136.65 
1162.05 

1062.04 
1087.44 
1112.84 
1138.24 
1163.64 

1063.63 
1089.03 
1114.43 
1139.83 
1165.23 

1065.21 
1090.61 
1116.01 
1141.41 
1166.81 

46 
47 
48 
49 
50 

1181.10 
1206.50 
1231.90 
1257.30 
1282.70 

1182.69 
1208.09 
1233.49 
1258.89 
1284.29 

1184.28 
1209.68 
1235.08 
1260.48 

1285.88 

1185.86 
1211.26 
1236.66 
1262.06 
1287.46 

1187.45 
1212.85 
1238.25 
1263.65 

1289.05 

1189.04 
1214.44 
1239.84 
1265.24 
1290.64 

1190.63 
1216.03 
1241.43 
1266.83 
1292.23 

1192.21 
1217.61 
1243.01 
1268.41 
1293.81 

347 


CARNEGIE    STEEL    COMPANY 


METRIC  CONVERSION  TABLE 

POUNDS  AVOIRDUPOIS  TO  KILOGRAMS 

1  Pound=0.45359  Kilograms 

Pounds 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

0.45 

0.91 

1.36 

1.81 

2.27 

2.72 

3.18 

3.63 

4.08 

1 

4.54 

4.99 

5.44 

5.90 

6.35 

6.80 

7.26 

7.71 

8.16 

8.62 

2 

9.07 

9.53 

9.98 

10.43 

10.89 

11.34 

11.79 

12.25 

12.70 

13.15 

3 

13.61 

14.06 

14.51 

14.97 

15.42 

15.88 

16.33 

16.78 

17.24 

17.69 

4 

18.14 

18.60 

19.05 

19.50 

19.96 

20.41 

20.87 

21.32 

21.77 

22.23 

5 

22.68 

23.13 

23.59 

24.04 

24.49 

24.95 

25.40 

25.85 

26.31 

*  26.76 

6 

27.22 

27.67 

28.12 

28.58 

29.03 

29.48 

29.94 

30.39 

30.84 

31.30 

7 

31.75 

32.21 

32.66 

33.11 

33.57 

34.02 

34.47 

34.93 

35.38 

35.83 

8 

36.29 

36.74 

37.19 

37.65 

38.10 

38.56 

39.01 

39.46 

39.92 

40.37 

9 

40.82 

41.28 

41.73 

42.18 

42.64 

43.09 

43.54 

44.00 

44.45 

44.91 

10 

45.36 

45.81 

46.27 

46.72 

47.17 

47.63 

48.08 

48.53 

48.99 

49.44 

11 

49.90 

50.35 

50.80 

51.26 

51.71 

52.16 

52.62 

53.07 

53.52 

53.98 

12 

54.43 

54.88 

55.34 

55.79 

56.25 

56.70 

57.15 

57.61 

58.06 

58.51 

13 

58.97 

59.42 

59.87 

60.33 

60.78 

61.23 

61.69 

62.14 

62.60 

63.05 

14 

63.50 

63.96 

64.41 

64.86 

65.32 

65.77 

66.22 

66.68 

67.13 

67.59 

15 

68.04 

68.49 

68.95 

69.40 

69.85 

70.31 

70.76 

71.21 

71.67 

72.12 

16 

72.57 

73.03 

73.48 

73.94 

74.39 

74.84 

75.30 

75.75 

76.20 

76.66 

17 

77.11 

77.56 

78.02 

78.47 

78.93 

79.38 

79.83 

80.29 

80.74 

81.19 

18 

81.65 

82.10 

82.55 

83.01 

83.46 

83.91 

84.37 

84.82 

85.28 

85.73 

19 

86.18 

86.64 

87.09 

87.54 

88.00 

88.45 

88.90 

89.36 

89.81 

90.26 

20 

90.72 

91.17 

91.63 

92.08 

92.53 

92.99 

93.44 

93.89 

94.35 

94.80 

21 

95.25 

95.71 

96.16 

96.62 

97.07 

97.52 

97.98 

98.43 

98.88 

99.34 

22 

99.79 

100.24 

100.70 

101.15 

101.60 

102.06 

102.51 

102.97 

103.42 

103.87 

23 

104.33 

104.78 

105.23 

105.69 

106.14 

106.59 

107.05 

107.50 

107.96 

108.41 

24 

108.86 

109.32 

109.77 

110.22 

110.68 

111.13 

111.58 

112.04 

112.49 

112.94 

25 

113.40 

113.85 

114.31 

114.76 

115.21 

115.67 

116.12 

116.57 

117.03 

117.48 

26 

117.93 

118.39 

118.84 

119.29 

119.75 

120.20 

120.66 

121.11 

121.56 

122.02 

27 

122.47 

122.92 

123.38 

123.83 

124.28 

124.74 

125.19 

125.65 

126.10 

126.55 

28 

127.01 

127.46 

127.91 

128.37 

128.82 

129.27 

129.73 

130.18 

130.63 

131.09 

29 

131.54 

132.00 

132.45 

132.90 

133.36 

133.81 

134.26 

134.72 

135.17 

135.62 

30 

136.08 

136.53 

136.98 

137.44 

137.89 

138.35 

138.80 

139.25 

139.71 

140.16 

31 

140.61 

141.07 

141.52 

141.97 

142.43 

142.88 

143.34 

143.79 

144.24 

144.70 

32 

145.15 

145.60 

146.06 

146.51 

146.96 

147.42 

147.87 

148.32 

148.78 

149.23 

33 

149.69 

150.14 

150.59 

151.05 

151.50 

151.95 

152.41 

152.86 

153.31 

153.77 

34 

154.22 

154.68 

155.13 

155.58 

156.04 

156.49 

156.94 

157.40 

157.85 

158.30 

35 

158.76 

159.21 

159.66 

160.12 

160.57 

161.03 

161.48 

161.93 

162.39 

162.84 

36 

163.29 

163.75 

164.20 

164.65 

165.11 

165.56 

166.01 

166.47 

166.92 

167.38 

37 

167.83 

168.28 

168.74 

169.19 

169.64 

170.10 

170.55 

171.00 

171.46 

171.91 

38 

172.37 

172.82 

173.27 

173.73 

174.18 

174.63 

175.09 

175.54 

175.99 

176.45 

39 

176.90 

177.35 

177.81 

178.26 

178.72 

179.17 

179.62 

180.08 

180.53 

180.98 

40 

181.44 

181.89 

182.34 

182.80 

183.25 

183.70 

184.16 

184.61 

185.07 

185.52 

41 

185.97 

186.43 

186.88 

187.33 

187.79 

188.24 

188.69 

189.15 

189.60 

190.06 

42 

190.51 

190.96 

191.42 

191.87 

192.32 

192.78 

193.23 

193.68 

194.14 

194.59 

43 

195.04 

195.50 

195.95 

196.41 

196.86 

197.31 

197.77 

198.22 

198.67 

199.13 

44 

199.58 

200.03 

200.49 

200.94 

201.40 

201.85 

202.30 

202.76 

203.21 

203.66 

45 

204.12 

204.57 

205.02 

205.48 

205.93 

206.38 

206.84 

207.29 

207.75 

208.20 

46 

208.65 

209.11 

209.56 

210.01 

210.47 

210.92 

211.37 

211.83 

212.28 

212.73 

47 

213.19 

213.64 

214.10 

214.55 

215.00 

215.46 

215.91 

216.36 

216.82 

217.27 

48 

217.72 

218.18 

218.63 

219.09 

219.54 

219.99 

220.45 

220.90 

221.35 

221.81 

49 

222.26 

222.71 

223.17 

223.62 

224.07 

224.53 

224.98 

225.44 

225.89 

226.34 

348 


MEASURES  AND   WEIGHTS 


METRIC  CONVERSION  TABLE 

POUNDS  AVOIRDUPOIS  TO  KILOGRAMS 

1  Pound=0.45359  Kilograms 

Pounds 

01234 

56789 

50 

226.80  227.25  227.70  228.16 

228.61 

229.06  229.52  229.97!  230.42!  230.88 

51 
52 

231.33  231.79  232.24  232.69j  233.15 
235.87  236.32  236.78  237.23)237.68 

233.60!  234.05  234.51 
238.14  238.59  239.04 

234.96  235.41 
239.50  239.95 

53 

240.40  240.86'  241.311  241.  76 

242.22  242.67  243.13  243.58 

244.03  244.49 

54 

244.94  245.39  245.85  246.30246.75(247.21  247.66  248.12 

248.57  249.02 

55 

249.48[  249.93 

250.38J  250.84 

1251.29251.74  252.20J  252.65 

253.10,253.56 

56 

254.01'  254.47 

254.92!  255.37 

255.83l256.28  256.731  257.19 

257.64!  258.09 

57 

258.55  259.00  259.45  259.91 

260.36.  26C.82i  261.  27  261.72 

262.  181262.  63 

58 

263.08  263.54J  263.  99  264.44 

264.90J  265.35  265.81  266.26 

266.71  267.17 

59 

267.62  268.07  268.53i  268.98 

269.43  269.89  270.34  270.79 

271.25  271.70 

60 

272.161  272.61 

273.06  273.52 

273.97 

274.42  274.88  275.33 

275.78  276.24 

61 

276.69!  277.14 

277.6d  278.05 

278.51 

278.961279.41  279.87 

280.32  280.77 

62 
63 

281.23  281.68 
285.76!  286.22 

282.13  282.59  283.04 
286.67  287.  12j  287.58 

283.50  283.95;  284.401  284.86[  285.31 
288.03  288.48;  288.94!  289.39!  289.85 

64 

290.30;  290.75 

291.21  291.66 

292.11 

292.571  293.02  293.47 

293.93!  294.38 

65 

294.84  295.29 

295.74  296.20!  296.65 

297.10!  297.56  298.01 

298.46 

298.92 

66 

299.37  299.82 

300.28  300.73!  301.  19 

301.64  302.09  302.55 

303.00 

303.45 

67 

303.91  304.36304.811305.27 

305.72  306.17  306.63  307.08 

307.54 

307.99 

68 

308.44  308.90  309.35  309.80 

310.26!  310.71!  311.  16  311.62 

312.07 

312.53 

69 

312.98  313.43  313.89  314.34 

314.79  315.25!  315.70!  316.15 

316.61 

317.06 

70 

317.51  317.97 

318.42  318.88 

319.33 

319.78  320.24  320.69 

321.14 

321.60 

71 

322.05  322.50 

322.96  323.41 

323.86 

324.32!  324.77  325.23 

325.68 

326.13 

72 

326.59  327.04 

327.49!  327.95 

328.40 

328.85!  329.31  329.76  330.22J  330.67 

73 

331.12  331.58 

332.03  332.48 

332.94 

333.39  333.84  334.30  334.75  335.20 

74 
75 

335.66336.11 
340.19  340.65 

336.57  337.02 
341.10  341.56 

337.47 
342.01 

337.93!  338.38  338.83 
342.46  342.92  343.37 

339.29 
343.82 

339.74 
344.28 

76 

77 

344.73  345.18 
349.27  349.72 

345.64!  346.09 
350.17  350.63 

346.54 
351.08 

347.00  347.45  347.91 
351.53  351.99  352.44 

348.36 
352.89 

348.81 
353.35 

78 

353.80!  354.26 

354.71!  355.16 

355.62  356.071  356.52  356.98 

357.43 

357.88 

79 

358.34!  358.79 

359.25  359.70 

360.15  360.61  361.06  361.51 

361.97 

362.42 

80 

362.87  363.33 

363.78,  364.23 

364.69  365.14  365.60]  366.05 

366.50 

366.96 

81 

367.41  367.86 

368.32!  368.77 

369.22!  369.681  370.13  370.59 

371.04 

371.49  . 

82 

371.95  372.40  372.85  373.31 

373.76374.21  374.67  375.12 

375.57 

376.03 

83 
84 

376.48  376.94!377.39  377.84;  378.30J  378.75|  379.2OJ  379.66 
381.02  381.47  381.92  382.33  382.83  383.29  383.74!  384.19 

380.11  380.56 
384.65  385.10 

85 

385.55!  386.01 

386.461  386.91 

387.37  387.821  388.28  388.73 

389.18  389.64 

86 

390.09'  390.54 

391.00i  391.45 

391.901  392.36!  392.81!  393.26 

393.72 

394.17 

87 

394.63  395.08 

395.53!  395.99 

396.44 

396.89  397.35!  397.8O 

398.25  398.71 

88 

399.16  399.61 

400.07  400.52 

400.98 

401.431401.88  402.34 

402.79  403.24 

89 
90 

403.78!  404.  15 
408.23  408.69 

404.60)  405.  06  405.51 
409.14  4O9.59  410.05 

405.97  406.42  406.87 
410.50  410.95  411.41 

407.33 
411.86 

407.78 
412.32 

91 
92 

412.771413.22 
417.31)417.76 

413.68  414.13 
418.21  418.67 

414.58 
419.12 

415.14  415.49  415.94 
419.57  420.031420.48 

416.40'  416.85 
420.93  421.39 

93 

421.84  422.29 

422.75  423.20  423.66 

424.11  424.561425.02 

425.47  425.92 

94 
95 

426.38  426.83 
430.91  431.37 

427.28  427.74  428.19 
431.82  432.27  432.73 

428.64  429.  iq  429.55 
433.18  433.63  434.09 

430.011430.46 
434.54  435.00 

96 

435.45  435.90 

436.361  436.81  437.26 

437.72'  438.  171  438.62 

439.08 

439.53 

97 

439.98,  440.44  440.89  441.35 

441.80 

442.251  442.71  443.16 

443.61  444.07 

98 
99 

444.52  444.97 
449.06t  449.51 

445.43  445.88  446.33 
449.961  450.421  450.87 

446.79J  447.24  447.70 
451.321  451.781  452.23 

448.15  448.60 
452.69J  453.  14 

CARNEGIE    STEEL    COMPANY 


PROPERTIES  OF  THE  CIRCLE 

Circumference  of  Circle  of  Dia.  1  =  7r  =  3.i4i59265 

Circumference  of  Circle  =  2  TT  r 

Dia.  of  Circle  =  Circumference  x  0.31831 

Diameter  of  Circle  of  equal  periphery  as  square  =  side  x  1.27324 

Side  of  Square  of  equal  periphery  as  circle      =  diameter  x  0.78540 

Diameter  of  Circle  circumscribed  about  square  =  side          x  1.41421 

Side  of  Square  inscribed  in  Circle  =  diameter  x  0.70711 


x=Vr2-(r+y-b)2 


7T 
7T2 

1 

-^ 


180 
180 

7T 


3.14159265,  log  =  0.4971499 

0.3183099,  log  =  7.5028501 

9.8696044,  log  =  0.9942997 

0.1013212,  log  =  1.0057003 

1.7724539,  log  =  0.2485749 

0.5641896,  log  =7.7514251 

0.0174533,  log  =¥.2418774 

57.2957795,  log  =  1.7581226 


350 


MENSURATION    TABLES 


AREA  OF  PLANE  FIGURES 
Base  x  l/2  perpendicular  height. 


Triangle : 


Trapezium : 

Trapezoid : 

Parallelogram : 

Regular    Polygon : 

Circle: 

Sector  of  Circle: 


Segment  of  Circle:    —     — sin  A 


Circle  of  same  area  as  square:    diameter  =  side  x  1.12838 

Square  of  same  area  as  circle :    side  =  diameter  x  0.88623 

Ellipse :  Long  diameter  x  short  diameter  x  0.78540 

Parabola :  Base  x  %  perpendicular  height. 

Irregular  plane  surface. 


V  s(s — a)   (s — b)   (s — c), 

s=3  2   sum    of    the  three  sides  a,  b  and  c. 
Sum  of  area  of  the  two  triangles. 
%  sum  of  parallel  sides  x  perpendicular  height. 
Base  x  perpendicular  height. 
2/2  sum  of  sides  x  inside  radius. 
IT  r2       =  0.78540  x  dia.2  =  0.07958  x  circumference2. 
=  0.0087266  r2A°  =  arc  x  V<>  radius. 


. 

•  

_.  —  - 
« 

IS 

V 
fl 

c 

4- 

d 

J3 



—  .  —  ' 

__ 

_ 

"^ 

^-  —  ' 

^^*^**» 

-nd- 


Divide  any  plane  surface  A,  B,  C,  D,  along  a  line  a-b  into  an  even 
number,  n,  of  parallel  and  sufficiently  small  strips,  d,  whose  ordinaues 

are  hi,  h2,  ha,  lu,  hs hn— i,  hn,  hn+i,  and  considering  contours 

between  three  ordinates  as  parabolic  curves,  then  for  section  ABCD, 

Area=-|-[hi+hn+i+4(h2+h4+h6.  .  .+hn)+2  (h3+h5+h7.  -  -+hn-i)] 
or,  approximately,  Area  =  Sum  of  ordinates  x  width,  d. 


351 


6 


CARNEGIE    STEEL    COMPANY 


TRIGONOMETRIC  FORMULAS 

cotan  A— 


U ra,dius  =1 -J» 


Radius,  1  =  sin4  A  +  cos1  A 

=  sin  A  cosec  A = cos  A  sec  A— tan  A  cot  A 


Sine 


Cosecant 


cos  A        sin  A 


sin  (A  +  B) 
cos  (A  ±  B) 
sin  A  +  sin  B 
sin  A  —  sinB 
cos  A  +  cos  B 
cos  B  —  cos  A 
sin  2  A 
cos  2  A 
sin  H  A  = 

sin8  A  = 
sin*  A  —  sin3 
cos  A  +  cos  B 


sin  A  cos  B  ±  cos  A  sin  B 
cos  A  cos  B  +  sin  A  sin  B 
2  sin  Ji  (A  +  B)  cos  H  CA— B) 
2  cos  H  (A  +  B)  sin  H  (A— B) 
2  cos  K  (A  +  B)  cos  H  (A— B) 
2  sin  H  (A  +  B)  sin  H  (A— B) 
2  sin  A  cos  A 
cos3  A — sin2  A 


tan  A  + tanB 


cos*  A     = 
=  sin(A  +  B)sin(A  — B) 


tan(A±B)      =    1+-tanAtanB 

„„,  /A  +  m       _   cot  A  cotB+1 
-      cot  B±  cot  A 

sin  (A  +  B) 


tan  A  +  tan  B  =  • 

tan  A  — tan  B  = 

cot  A+cot  B  = 

cot  A  — cot  B  = 

tan2A 

cot  2  A  = 


tan  y2  A  = 


cos  A  cos  B 
sin  (A— B) 


sin  A  sinB 

2  tan  A 
1— tan2  A 

cot2  A  -  1 
2  cot  A 

COt  H  A  : 


cos*  A  —  sin1  B  =  cos  (A  +  B)  cos  (A  —  B) 
!^  £*!!!?=  cot  M  (A +  B) 


Quadrant 

1 

II 

III 

IV 

Angle 

Angle  a  <  90» 

Angles 

0»to90» 

90»tol80° 

180°to270° 

270»to360° 

30» 

45° 

60° 

Angle 

sin 

cos 

tan 

cot 

Functions 

Values  vary  from 

Equivalent  values 

<^° 

*° 

*" 

*° 

*° 

sin 

+0to+l 

+1  to+0 

-Oto—  I 

-lto-0 

H 

MVT 

MVT 

0°+a 

±sina 

+cosa 

±tana 

±cota 

cos 

+1  to  +0 

-0  to  —  1 

-1  to-0 

+0to+l 

XVS" 

^V2 

H 

90°±a 

+cosa 

+sina 

+cota 

+tana 

tan 

+0  to+co 

—  ooto-0 

+0to+oo 

-ooto-0 

^VT 

1 

V3 

180"±a 

Hasina 

—  cos  a 

+tana 

+cota 

cot 

+ooto+0 

—  Oto—  oo 

+00  to+0 

—Oto—  oo 

Vs 

1 

HV? 

270°±a 

—  cos  a 

+sin  a 

+cota 

+tana 

352 


MENSURATION  TABLES 


TRIGONOMETRIC  SOLUTION  OF  TRIANGLES 
s^            a                        /              \    s^a+b+c 

b                                                            b 

Given     Sought  |                                               Formulae 

RIGHT-ANGLED  TRIANGLES 

a,  c 

A,  B,  b   sin  A  =-%  ,               cos   B  =  -|-,                    b  =  •/  c2 

-a2 

Area 

Area  =  A  V°*~a2                                     ^ 

a,b 

A,  B,  c 

tanA  =  -^-,              tan  B  =  —  ,                   c  =  y  a2  +  b2 

Area 

Area  =  4^ 

A,  a 

B,  b,  c 

B=90°-A,                 b  =  aootA.           c  =  -^ 

Area 

a2  cot  A 
Area   =  %  

A,b 

B,  a,  c 

B  =  90°-A,                  a=btanA,          c  =  -^ 

Area 

b2  tan  A 

A,  c 

B,  a,  b 

B  =  90°—  A,                 a  =  csin  A,          b  =  c  cos 

A 

Area 

c2  sin  A  cos  A           c2  sin  2  A 

2                               4 

OBLIQUE-ANGLED   TRIANGLES 

a,  b,  c 

A 

•     i  i         A/te-b)  (s-c)         !  .         -\/s(s-a)    .       j  A        \l( 
sin  ^  A=    Xi  s-i  ^,cos  3A=    \l  —  j-  —  —  ,  tan5A=    \/— 

s-b)  (s-c) 
s  (s-a) 

B 

iT>        A  I  (s-a)  (s-c)          !  -p        A  /  s  (s-b)    .      1  1»        A  /  ( 

s  (s-b) 

2             \ac                           \ac'                     if 

C 

8in^C=  Y"aT1>).coB4C=  A/1^-.*"*^   V-^s^r 

Area 

Area  =  -/  s  (s-a)  (s-b)  (s-c) 

a.  A,  B 

b,  c 

a  sin  B                          a  sin  C         a  sin  (A  + 

B) 

sin  A                             sin  A                 sin  A 

Area 

a2  sin  B  sin  C 

Area        ,  a  b  sm  C              2  sin  A 

a,  b,  A 

B 

b  sin  A 

sin  i>  —         a 

c 

c     =  ^sm^C  =  bJnnBC  =  -/  a2  +  b2-2  ab  cos  C 

Area 

Area  =  £  a  b  sin  C 

a,  b,  C 

A 

tan  A  *  b-a'c^C-             tan  *  (A~B>  -  TTF  cot  *  C  • 

c 

/  no   |   Ko  «  _H  rn^  p          a  sin  C 

Area 

Area  =  5  ab  sin  C 

a2  =  b2  +  c2—  2bc  cos  A,  b2=a2  +  c2—  2  a  c  cos  B  c2  =  a2  +  b2—  2  ab  cos  C 

353 


CARNEGIE    STEEL    COMPANY 


AREA  OF  CIRCULAR  SECTIONS 

Circular  Sector,  m  o  n  p 

Area=H  (length  of  arc,  mpn  x  radius,  r) 
=area  of  circle  x    arc,  m  pn  in  degrees. 


=0.0087266  x  square  of  radius,  r-,x  angle  of  arc,  mpn,  in  degrees 


Circular  Segment,  mpn,  less  than  half  circle. 

Area=area  of  sector,  m  o  n  p— area  of  triangle,  m  o  n 

=(length  of  arc,  m  p  n,  x  radius,  r)  —  (radius,  r,—  rise,  b)  x  chord,  c 
2 

Circular  Segment,  m  q  n,  greater  than  half  circle. 

Area=area  of  circle  — area  of  segment,  mnp 

Circular  Segment,  from  Table  I,  page  355. 

Given:  rise,  b,  and  chord,  c. 
Area=product  of  rise  and  chord,  b  x  c,  multiplied  by  the 

coefficient  given    opposite    the   quotient  of  -J2-: 
Intermediate  coefficients  for  values  of  —  not  given 

in  tables  are  obtained  by  interpolation, 
Example— Given:  rise  =1.49  and  chord =3. 52, 

"c~  =   3*52   =  °-4233-     Coefficient  =  0.7542. 
Area=b  x  c  x  coeff  .=1.49  x  3.52  x  0.7542=3.9556. 

Circular  Segment,  from  Table  II,  pages  356  and  357. 

Given:  rise,  b,  and  diameter,  d  =  2r. 
Area=square    of     diameter,    d2,     multiplied     by      the 

coefficient  given  opposite  the  quotient  of  — j- . 
Intermediate  coefficients  for  values  of  — j-  not  given 

in  tables  are  obtained  by  interpolation. 
Example  — Given:  rise=27/io  and  diameter=5%2. 

A  =2Vi«  •*-  5%2=  0.478528. 

Coefficient  by  interpolation  =  0.371233. 
Area=d2x  coeff.  =  25. 94629x0.371233  =  9.6321. 


Circular  Zone,  tuwv 

Area=area  of  circle  —  (area  of  segment,  t  p  u  +  area  of  segment,  v  q  w) 

Circular  Lune,  m  p  n  a 

Area=segment,  mpn  —  segment,  m  s  n. 


354 


MENSURATION  TABLES 


AREAS  OF  CIRCULAR  SEGMENTS 

TABLE  1  —  FOR  RATIOS  OF  RISE  AND  CHORD 

^   ^\  1 

Area=C  xbx  coefficient 

A° 

Coeffi- 

b 

Ao 

Coeffi- 

b 

Ao 

Coeffi- 

b 

AO 

Coeffi- 

b 

cient 

C 

cient 

c 

cient 

"c 

, 

cient 

C" 

1 

.6667 

.0022 

46 

.6722 

.1017 

91 

.6895  .2097 

136 

.7239 

.3373 

2 

.6667 

.0044 

47 

.6724 

.1040 

92 

.6901  .2122 

137 

.7249 

.3404 

3 

.6667 

.0066 

48 

.6727 

.1063 

93 

.6906  .2148 

138 

.7260 

.3436 

4 

.6667 

.0087 

49 

.6729 

.1086 

94 

.6912  .2174 

139 

.7270 

.3469 

5 

.6667 

.0109 

50 

.6732 

.1109 

95 

.6918 

.2200 

140 

.7281 

.3501 

G 

.6667 

.0131 

51 

.6734 

.1131 

96 

.6924 

.2226 

141 

.7292 

.3534 

7 

.6668 

.0153 

52 

.6737 

.1154 

97 

.6930  .2252 

142 

.7303 

.3567 

8 

.6668 

.0175 

53 

.6740 

.1177 

98 

.6936  .2279 

143 

.7314 

.3600 

9 

.6669 

.0197 

54 

.6743 

.1200 

99 

.6942  .2305 

144 

.7325 

.3633 

10 

.6670 

.0218 

55 

.6746 

.1224 

100 

.6948 

.2332 

145 

.7336 

.3666 

11 

.6670 

.0240 

56 

.6749 

.1247 

101 

.6954 

.2358 

146 

.7348 

.3700 

12 

.6671 

.0262 

57 

.6752 

.1270 

102 

.6961 

.2385 

147 

.7360 

.3734 

13 

.6672 

.0284 

58 

.6755 

.1293 

103 

.6967 

.2412 

148 

.7372 

.3768 

14 

.6672 

.0306 

59 

.6758 

.1316 

104 

.6974 

.2439 

149 

.7384 

.3802 

15 

.6673 

.0328 

60 

.6761 

.1340 

105 

.6980 

.2466 

150 

.7396 

.3837 

16 

.6674 

.0350 

61 

.6764 

.1363 

106 

.6987 

.2493 

151 

.7408 

.3871 

17 

.6674 

.0372 

62 

.6768 

.1387 

107 

.6994 

.2520 

152 

.7421 

.3906 

18 

.6675 

.0394 

63 

.6771 

.1410 

108 

.7001 

.2548 

153 

.7434 

.3942 

19 

.6676 

.0416 

64 

.6775 

.1434 

109 

.7008 

.2575 

154 

.7447 

.3977 

20 

.6677 

.0437 

65 

.6779 

.1457 

110 

.7015 

.2603 

155 

.7460 

.4013 

21 

.6678 

.0459 

66 

.6782 

.1481 

111 

.7022 

.2631 

156 

.7473 

.4049 

22 

.6679 

.0481 

67 

.6786 

.1505 

112 

.7030 

.2659 

157 

.7486 

.4085 

23 

.6680 

.0504 

68 

.6790 

.1529 

113 

.7037 

.2687 

158 

.7500 

.4122 

24 

.6681 

.0526 

69 

.6794 

.1553 

114 

.7045 

.2715 

159 

.7514 

.4159 

25 

.6682 

.0548 

70 

.6797 

.1577 

115 

.7052 

.2743 

160 

.7528 

.4196 

26 

.6684 

.0570 

71 

.6801 

.1601 

116 

.7060 

.2772 

161 

.7542 

.4233 

27 

.6685 

.0592 

72 

.6805 

.1625 

117 

.7068 

.2800 

162 

.7557 

.4270 

28 

.6687 

.0614 

73 

.6809 

.1649 

118 

.7076 

.2829 

163 

.7571 

.4308 

29 

.6688 

.0636 

74 

'.6814 

.1673 

119 

.7084 

.2858 

164 

.7586 

.4346 

30 

.6690 

.0658 

75 

.6818 

.1697 

120 

.7092 

.2887 

165 

.7601 

.4385 

31 

.6691 

.0681 

76 

.6822 

.1722 

121 

.7100 

.2916 

166 

.7616 

.4424 

32 

.6693 

.0703 

77 

.6826 

.1746 

122 

.7109 

.2945 

167 

.7632 

.4463 

33 

.6694 

.0725 

78 

.6831 

.1771 

123 

.7117 

.2975 

168 

.7648 

.4502 

34 

.6696 

.0747 

79 

.6835 

.1795 

124 

.7126 

.3004 

169 

.7664 

.4542 

35 

.6698 

.0770 

80 

.6840 

.1820 

125 

.7134 

.3034 

170 

.7680 

.4582 

36 

.6700 

.0792 

81 

.6844 

.1845 

126 

.7143 

.3064 

171 

.7696 

.4622 

37 

.6702 

.0814 

82 

.6849 

.1869 

127 

.7152  |  .3094 

172 

.7712 

.4663 

38 

.6704 

.0837 

83 

.6854 

.1894 

128 

.7161  .3124 

173 

.7729 

.4704 

39 

.6706 

.0859 

84 

.6859 

.1919 

129 

.7170  .3155 

174 

.7746 

.4745 

40 

.6708 

.0882 

85 

.6864 

.1944 

130 

.7180 

.3185 

175 

.7763 

.4787 

41 

.6710 

.0904 

86 

.6869 

.1970 

131 

.7189 

.3216 

176 

.7781 

.4828 

42 

.6712 

.0927   s7 

.6874 

.1995 

132 

.7199  !  .3247 

177 

.7799 

.4871 

43 

.6714 

.0949  j  88 

.6879 

.2020 

133 

.7209  .3278 

178 

.7817 

.4914 

44 

.6717 

.0972  |  89 

.6884 

.2046 

134 

.7219 

.33O9 

179 

.7835 

.4957 

45 

.6719 

.0995  i|  90 

.6890  .2071  135  .7229  .3341  180  .7854  .5000 

355 


CARNEQIE    STEEL    COMPANY 


AREAS  OF  CIRCULAR  SEGMENTS 

TABLE  II,  FOR  RATIOS  OF  RISE  AND  DIAMETER 

/^~^\  1 

if--       Diam 

;ter,d—   \ 

Area=d2  x  Coefficient 

b 

T 

Coefficient 

b 
3" 

Coefficient 

1 

Coefficient 

b 
T 

Coefficient 

b 
d 

Coefficient 

.001 

.000042 

i  .051 

.015119 

.101 

.041477 

.151 

.074590 

.201 

.112625 

.002 

.000119 

.052 

.015561 

.102 

.042081 

.152 

.075307 

.202 

.113427 

.003 

.000219 

.053 

.016008 

.103 

.042687 

.153 

.076026 

.203 

.114231 

.004 

.000337 

.054 

.016458 

.104 

.043296 

.154 

.076747 

.204 

.115036 

.005 

.000471 

.055 

.016912 

.105 

.043908 

.155 

.077470 

.205 

.115842 

.006 

.000619 

.056 

.017369 

.106 

.044523 

.156 

.078194 

.206 

.116651 

.007 

.000779 

.057 

.017831 

.107 

.045140 

.157 

.078921 

.207 

.117460 

.008 

.000952 

.058 

.018297 

.108 

.045759 

.158 

.079650 

.208 

.118271 

.009 

.001135 

.059 

.018766 

.109 

.046381 

.159 

.080380 

.209 

.119084 

.010 

.001329 

.060 

.019239 

.110 

.047006 

.160 

.081112 

.210 

.119898 

.011 

.001533 

.061 

.019716 

.111 

.047633 

.161 

.081847 

.211 

.120713 

.012 

.001746 

.062 

.020197 

.112 

.048262 

.162 

.082582 

.212 

.121530 

.013 

.001969 

.063 

.020681 

.113 

.048894 

.163 

.083320 

.213 

.122348 

.014 

.002199 

.064 

.021168 

.114 

.049529 

.164 

.084060 

.214 

.123167 

.015 

.002438 

.065 

.021660 

.115 

.050165 

.165 

.084801 

.215 

.123988 

.016 

.002685 

.066 

.022155 

.116 

.050805 

.166 

.085545 

.216 

.124811 

.017 

.002940 

.067 

.022653 

.117 

.051446 

.167 

.086290 

.217 

.125634 

.018 

.003202 

.068 

.023155 

.118 

.052090 

.168 

.087037 

.218 

.126459 

.019 

.003472 

.069 

.023660 

.119 

.052737 

.169 

.087785 

.219 

.127286 

.020 

.003749 

.070 

.024168 

.120 

.053385 

.170 

.088536 

.220 

.128114 

.021 

.004032 

.071 

.024680 

.121 

.054037 

.171 

.089288 

221 

.128943 

.022 

.004322 

.072 

.025196 

.122 

.054690 

.172 

.090042 

!222 

.129773 

.023 

.004619 

.073 

.025714 

.123 

.055346 

.173 

.090797 

.223 

.130605 

.024 

.004922 

.074 

.026236 

.124 

.056004 

.174 

.091555 

.224 

.131438 

.025 

.005231 

.075 

.026761 

.125 

.056664 

.175 

.092314 

.225 

.132273 

.026 

.005546 

.076 

.027290 

.126 

.057327 

.176 

.093074 

.226 

.133109 

.027 

.005867 

.077 

.027821 

.127 

.057991 

.177 

.093837 

.227 

.133946 

.028 

.006194 

.078 

.028356 

.128 

.058658 

.178 

.094601 

.228 

.134784 

.029 

.006527 

.079 

.028894 

.129 

.059328 

.179 

.095367 

.229 

.135624 

.030 

.006866 

.080 

.029435 

.130 

.059999 

.180 

.096135 

.230 

.136465 

.031 

.007209 

.081 

.029979 

.131 

.060673 

.181 

.096904 

.231 

.137307 

.032 

.007559 

.082 

.030526 

.132 

.061349 

.182 

.097675 

.232 

.138151 

.033 

.007913 

.083 

.031077 

.133 

.062027 

.183 

.098447 

.233 

.138996 

.034 

.008273 

.084 

.031630 

.134 

.062707 

.184 

.099221 

.234 

.139842 

.035 

.008638 

.085 

.032186 

.135 

.063389 

.185 

.099997 

.235 

.140689 

.036 

.009008 

.086 

.032746 

.136 

.064074 

.186 

.100774 

.236 

.141538 

.037 

.009383 

.087 

.033308 

.137 

.064761 

.187 

.101553 

.237 

.142388 

.038 

.009764 

.088 

.033873 

.138 

.065449 

.188 

.102334 

.238 

.143239 

.039 

.010148 

.089 

.034441 

.139 

.066140 

.189 

.103116 

.239 

.144091 

.040 

.010538 

.090 

.035012 

.140 

.066833 

.190 

.103900 

.240 

.144945 

.041 

.010932 

.091 

.035586 

.141 

.067528 

.191 

.104686 

.241 

.145800 

.042 

.011331 

.092 

.036162 

.142 

.068225 

.192 

.105472 

.242 

.146656 

.043 

.011734 

.093 

.036742 

.143 

.068924 

.193 

.106261 

.243 

.147513 

.044 

.012142 

.094 

.037324 

.144 

.069626 

.194 

.107051 

.244 

.148371 

.045 

.012555 

.095 

.037909 

.145 

.070329 

.195 

.107843 

.245 

.149231 

.046 

.012971 

.096 

.038497 

.146 

.071034 

.196 

.108636 

.246 

.150091 

.047 

.013393 

.097 

.039087 

.147 

.071741 

.197 

.109431 

.247 

.150953 

.048 

.013818 

.098 

.039681 

.148 

.072450 

.198 

.110227 

.248 

.151816 

.049 

.014248 

.099 

.040277 

.149 

.073162 

.199 

.111025 

.249 

.152681 

.050 

.014681 

.100 

.040875 

.150 

.073875 

.200 

.111824 

.250 

.153546 

356 


MENSURATION   TABLES 


AREAS  OF  CIRCULAR  SEGMENTS 

TABLE  11,  FOR  RATIOS  OF  RISE  AND  DIAMETER  —  Concluded 

<S"              ~~^\.           A 

1  Diameter.d  \ 

Area=d2  ^  coefficient 

b 

d 

Coefficient 

b 

2" 

Coefficient 

b 
d 

Coefficient 

b 
d 

Coefficient 

b 
1 

Coefficient 

.251 

.154413 

.301 

.199085 

.351 

.245935 

.401 

.294350 

.451 

.343778 

.252 

.155281 

.302 

.200003 

.352 

.246890 

.402 

.295330 

.452 

.344773 

.253 

.156149 

.303 

.200922 

.353 

.247845 

.403 

.296311 

.453 

.345768 

.254 

.157019 

.304 

.201841 

.354 

.248801 

.404 

.297292 

.454 

.346764 

.255 

.157891 

.305 

.202762 

.355 

.249758 

.405 

.298274 

.455 

.347760 

.256 

.158763 

.306 

.203683 

.356 

.250715 

.406 

.299256 

.456 

.348756 

.257 

.159636 

.307 

.204605 

.357 

.251673 

.407 

.300238 

.457 

.349752 

.258 

.160511 

.308 

.205528 

.358 

.252632 

.408 

.301221 

.458 

.350749 

.259 

.161386 

.309 

.206452 

.359 

.253591 

.409 

.302204 

.459 

.351745 

.260 

.162263 

.310 

.207376 

.360 

.254551 

.410 

.303187 

.460 

.352742 

.261 

.163141 

.311 

.208302 

.361 

.255511 

.411 

.304171 

.461 

.353739 

.262 

.164020 

.312 

.209228 

.362 

.256472 

.412 

.305156 

.462 

.354736 

.263 

.164900 

.313 

.210155 

.363 

.257433 

.413 

.306140 

.463 

.355733 

.264 

.165781 

.314 

.211083 

.364 

.258395 

.414 

.307125 

.464 

.356730 

.265 

.166663 

.315 

.212011 

.365 

.259358 

.415 

.308110 

.465 

.357728 

.266 

.167546 

.316 

.212941 

.366 

.260321 

.416 

.309096 

.466 

.358725 

.267 

.168431 

.317 

.213871 

.367 

.261285 

.417 

.310082 

.467 

.359723 

.268 

.169316 

.318 

.214802 

.368 

.262249 

.418 

.311068 

.468 

.360721 

.269 

.170202 

.319 

.215734 

.369 

.263214 

.419 

.312055 

.469 

.361719 

.270 

.171090 

.320 

.216666 

.370 

.264179 

.420 

.313042 

.470 

.362717 

.271 

.171978 

.321 

.217600 

.371 

.265145 

.421 

.314029 

.471 

.363715 

.272 

.172868 

.322 

.218534 

.372 

.266111 

.422 

.315017 

.472 

.364714 

.273 

.173758 

.323 

.219469 

.373 

.267078 

.423 

.316005 

.473 

.365712 

.274 

.174650 

.324 

.220404 

.374 

.268046 

.424 

.316993 

.474 

.366711 

.275 

.175542 

.325 

.221341 

.375 

.269014 

.425 

.317981 

.475 

.367710 

.276 

.176436 

.326 

.222278 

.376 

.269982 

.426 

.318970 

.476 

.368708  ' 

.277 

.177330 

.327 

.223216 

.377 

.270951 

.427 

.319959 

.477 

.369707 

.278 

.178226 

.328 

.224154 

.378 

.271921 

.428 

.320949 

.478 

.370706 

.279 

.179122 

.329 

.225094 

.379 

.272891 

.429 

.321938 

.479 

.371705 

.280 

.180020 

.330 

.226034 

.380 

1273861 

.430 

.322928 

.480 

.372704 

.281 

.180918 

.331 

.226974 

.381 

.274832 

.431 

.323919 

.481 

.373704 

.282 

.181818 

.332 

.227916 

.382 

.275804 

.432 

.324909 

.482 

.374703 

.283 

.182718 

.333 

.228858 

.383 

.276776 

.433 

.325900 

.483 

.375702 

.284 

.183619 

.334 

.229801 

.384 

.277748 

.434 

iolMVU 

.484 

.376702 

.285 

.184522 

.335 

.230745 

.385 

.278721 

.435 

.327883 

.485 

.377701 

.286 

.185425 

.336 

.231689 

.386 

.279695 

.436 

.328874 

.486 

.378701 

.287 

.186329 

.337 

.232634 

.387 

.280669 

.437 

.329866 

.487 

.379701 

.288 

.187235 

.338 

.233580 

.388 

.281643 

.438 

.330858 

.488 

.380700 

.289 

.188141 

.339 

.234526 

.389 

.282618 

.439 

.331851 

.489 

.381700 

.290 

.189048 

.340 

.235473 

.390 

.283593 

.440 

.332843 

.490 

.382700 

.291 

.189956 

.341 

.236421 

.391 

.284569 

.441 

.333836 

.491 

.383700 

.292 

.190865 

.342 

.237369 

.392 

.285545 

.442 

.334829 

.492 

.384699 

.293 

.191774 

.343 

.238319 

.393 

.286521 

.443 

.335823 

.493 

.385699 

.294 

.192685 

.344 

.239268 

.394 

.287499 

.444 

.336816 

.494 

.386699 

.295 

.193597 

.345 

.240219 

.395 

.288476 

.445 

.337810 

.495 

.387699 

.296 

.194509 

.346 

.241170 

.396 

.289454 

.446 

.338804 

.496 

.388699 

.297 

.195423 

.347 

.242122 

.397 

.290432 

.447 

.339799 

.497 

.389699 

.298 

.196337 

.348 

.243074 

.398 

.291411 

.448 

.340793 

.498 

.390699 

.299 

.197252 

.349 

.244027 

.399 

.292390 

.449 

.3417-ss 

.499 

.391699 

.300 

.198168 

.350 

.244980 

.400 

.293370 

.450 

.342783 

.500 

.392699 

357 


CARNEGIE    STEEL    COMPANY 


SURFACE  AND  VOLUME  OF  SOLIDS 
S=LATERAL  OR  CONVEX  SURFACE.     V=VOLUME 

r  Parallelepiped 

„  S=perimeter,  P,  perp.  to  sides  xlat.  length,  1:  PI 

V    V— area  of  base,  B  x  perpendicular  height,  h:  Bh 

V=area  of  section,  A,  perp.  to  sides  xlat.  length,  1:  Al 


Prism,  Right  or  Oblique,  Regular  or  Irregular 

S=perimeter,  P,  perp.  to  sides  x  lat.  length,  1:  PI 

V=area  of  base,  B  x  perpendicular  height,  h:  Bh 

V=areaof  section,  A,  perp,  to  sides  xlat.  length,  1:  Al 


Cylinder,  Right  or  Oblique,  Circular  or  Elliptic,  etc. 

S=perimeter  of  base,  C  x  perp.  height,  h:  Ch 

S=perimeter,  P,  perp.  to  sides  xlat.  length,  1:         PI 
,  B  x  perpendicular  height,  h:         Bh 


V=area  of  base 

V=area  of  section,  A,  perp.  to  sides  xlat.  length,  1  : 


Al 


Frustum  of  any  Prism  or  Cylinder 
y=area  of  base,  B  x  perp.  distance,  h,  from  base 

to  center  of  gravity  of  opposite  face:          Bh 
For  cylinder:  K  A  (li  +  la) 


Pyramid  or  Cone,  Right  and  Regular 

S=perimeter  of  base,  B  x  K  slant  height,  1:         %  Bl 
V=area  of  base,  B  x  V3  perp.  height,  h:  %  Bh 

Pyramid  or  Cone,  Right  or  Oblique,  Regular  or  Irregular 

V=area  of  base,  B  x  %  perp.  height,  h:  V-A  Bh 

V=V3  volume  of  prism  or  cylinder  of  same  base 

and  perpendicular  height 
V=4£  volume  of  hemisphere   of  same   base  and 

perpendicular  height 

Frustum  of  Pyramid  or  Cone,  Right  and  Regular, 
Parallel  Ends 

S=(sum  of  perimeter  of  base,  B,  and  top,  b)  x  %  slant 
height,  1:  KKB  +  b) 

V=(sum  of  areas  of  base,  B,  and  top,  b  +  square 
root  of  their  products)  x  %  perp.  height,  h: 

1/3  h    (B  +  b  +  -/"B~b") 

Frustum  of  any  Pyramid  or  Cone,  Parallel  Ends 

V=(sum  of  areas  of  base,  B,  and  top,  b  +  square 
root  of  their  products]  x  %  perp.  height,  h: 

%  h  (B  +  b  +  i/"B~b~) 

Wedge,  Parallelogram  Face 

V=%  (sum  of  three  edges,  aba  x  perpendicular 
height,  hx  perpendicular  width,  d) : 

%  d  h  (2a  +  b) 

Prismatoid 

V=%  perp.  height,  h  (sum  of  areas  of  base,  B,  and  top 
b,  +  4  x  area  of  section,  M,  parallel  to  bases 
and  midway  between  them; : 

Vo  h  (B  +  b  +  4  M) 

The  Prismatoid  formula  applies  also  to  any  of 
the  foregoing  solids  with  parallel  bases,  to  pyramids, 
cones,  spherical  sections,  and  to  many  solids  with 
irregular  surfaces. 


358 


MENSURATION   TABLES 


SURFACE  AND  VOLUME  OF  SOLIDS— Concluded 
S=LATERAL  OR  CONVEX  SURFACE.     V=VOLUME 

Sphere 

S=4?rr2=      ?rd2  =  3. 14159265  d2 
V=V3  TT  r»  =  %  tr  da  =  0.52359878  d3 


Spherical  Sector 


*-b~ 


S  =1/2  TT  r  (4  b  +  c) 


Spherical  Segment 
S=2  TT  r  b  =  U  TT  (4  b2  +  c2; 
Y=i&  TT  b33  r-bj  =  1/24  TT  b  (3  ca  +  4 


S  =2  TT  r  b 

V=%j,  TT  b  (3  as  +  3 


Spherical  Zone 


+  4b2) 
Circular  Ring: 


S=47r2  Rr 
V=2  ,r2  R  r 


Ungula  of  Right,  Regular  Cylinder 


Base=Segment,  b  a  b 


S  =(2  r  m-o  x  arc,  b  a  b) 
V=(%  m3— o  x  area,  b  a  b) 


h 
r-o 

h 
r-o 


Base=Half  Circle 

S=2rh 


V=%  r2  h 

Base=Segment,  c  a  c  Base=Circle 

S=(2r  n  +  p  x  arc,  c  a  c)  -p+p 
h 


S=r  ?rh 


V=(%  n3  +  p  x  area,  c  a  c) 


r  +  p 


TT  h 


=i/3  TT  r  a  b 


^V'z  TT  r2  h 


Ellipsoid 
Paraboloid 


Ratio  of  corresponding  volumes  of  a  Cone,  Parabo- 
loid, Sphere,  and  Cylinder  of  equal  height:  H:  %:  %:  1 

Bodies  Generated  by  Partial  or  Complete  Revolution 

1  =length  of  a  curve  )  rotating  about  an  axis  1-1 
A=area  of  a  plane      )  on  one  side  and  in  plane  of  axis 
r  =distance  of  center  of  gravity  of  line  or  plane  from 
axis  1-1  and  for  any  angle  of  revolution,  a°, 


=lengthof  arc  described  by  center  of  gravity. 


2r7rac 

360 
S  =length  of  curve  x  length  of  arc  about  axis 

—1   2  r  ^La  -     For  complete  revolution  S=  2r  IT  I 
3b(j 

y=area  of  plane  x  length  of  arc  about  axis 
—A  2^Ja-      For  complete  revolution  V=  2  r  -IT  A 

ooU 


359 


CARNEGIE    STEEL    COMPANY 


FUNCTIONS  OF  NUMBERS,  1  TO  49 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.  =  Diameter 

Circum. 

Area 

1 

1 

1 

1.0000 

1.0000 

0.00000 

1000.000 

3.142 

0.7854 

2 

4 

8 

1.4142 

1.2599 

0.30103 

500.000 

6.283 

3.1416 

3 

9 

27 

1.7321 

1.4422 

0.47712 

333.333 

9.425 

7.0686 

4 

16 

64 

2.0000 

1.5874 

0.60206 

250.000 

12.566 

12.5664 

5 

25 

125 

2.2361 

1.7100 

0.69897 

200.000 

15.708 

19.6350 

6 

36 

216 

2.4495 

1.8171 

0.77815 

166.667 

18.850 

28.2743 

7 

49 

343 

2.6458 

1.9129 

0.84510 

142.857 

21.991 

38.4845 

8 

64 

512 

2.8284 

2.0000 

0.90309 

125.000 

25.133 

50.2655 

9 

81 

729 

3.0000 

2.0801 

0.95424 

111.111 

28.274 

63.6173 

10 

100 

1000 

3.1623 

2.1544 

1.00000 

100.000 

31.416 

78.5398 

11 

121 

1331 

3.3166 

2.2240 

1.04139 

90.9091 

34.558 

95.0332 

12 

144 

1728 

3.4641 

2.2894 

1.07918 

83.3333 

37.699 

113.097 

13 

169 

2197 

3.6056 

2.3513 

1.11394 

76.9231 

40.841 

132.732 

14 

196 

2744 

3.7417 

2.4101 

1.14613 

71.4286 

43.982 

153.938 

15 

225 

3375 

3.8730 

2.4662 

.17609. 

66.6667 

47.124 

176.715 

16 

256 

4096 

4.0000 

2.5198 

1.20412 

62.5000 

50.265 

201.062 

17 

289 

4913 

4.1231 

2.5713 

1.23045 

58.8235 

53.407 

226.980 

18 

324 

5832 

4.2426 

2.6207 

1.25527 

55.5556 

56.549 

254.469 

19 

361 

6859 

4.3589 

2.6684 

1.27875 

52.6316 

59.690 

283.529 

20 

400 

8000 

4.4721 

2.7144 

1.30103 

50.0000 

62.832 

314.159 

21 

441 

9261 

4.5826 

2.7589 

1.32222 

47.6190 

65.973 

346.361 

22 

484 

10648 

4.6904 

2.8020 

1  34242 

45.4545 

69.115 

380.133 

23 

529 

12167 

4.7958 

2.8439 

1.36173 

43.4783 

72.257 

415.476 

24 

576 

13824 

4.8990 

2.8845 

1.38021 

41.6667 

75.398 

452.389 

25 

625 

15625 

5.0000 

2.9240 

1.39794 

40.0000 

78.540 

490.874 

26 

676 

17576 

5.0990 

2.9625 

1.41497 

38.4615 

81.681 

530.929 

27 

729 

19683 

5.1962 

3.0000 

1.43136 

37.0370 

84.823 

572.555 

28 

784 

21952 

5.2915 

3.0366 

1.44716 

35.7143 

87.965 

615.752  . 

29 

841 

24389 

5.3852 

3.0723 

1.46240 

34.4828 

91.106 

660.520 

30 

900 

27000 

5.4772 

3.1072 

1.47712 

33.3333 

94.248 

706.858 

31 

961 

29791 

5.5678 

3.1414 

1.49136 

32.2581 

97.389 

754.768 

32 

1024 

32768 

5.6569 

3.1748 

1.50515 

31.2500 

100.531 

804.248 

33 

1089 

35937 

5.7446 

3.2075 

1.51851 

30.3030 

103.673 

855.299 

34 

1156 

39304 

5.8310 

3.2396 

1.53148 

29.4118 

106.814 

907.920 

35 

1225 

42875 

5.9161 

3.2711 

1.54407 

28.5714 

109.956 

962.113 

36 

1296" 

46656 

6.0000 

3.3019 

1.55630 

27.7778 

113.097 

1017.88 

37 

1369 

50653 

6.0828 

3.3322 

1.56820 

27.0270 

116.239 

1075.21 

38 

1444 

54872 

6.1644 

3.3620 

1.57978 

26.3158 

119.381 

1134.11 

39 

1521 

59319 

6.2450 

3.3912 

1.59106 

25.6410 

122.522 

1194.59 

40 

1600 

64000 

6.3246 

3.4200 

1.60206 

25.0000 

125.66 

1256.64 

41 

1681 

68921 

6.4031 

3.4482 

1.61278 

24.3902 

128.81 

1320.25 

42 

1764 

74088 

6.4807 

3.4760 

1.62325 

23.8095 

131.95 

1385.44 

43 

1849 

79507 

6.5574 

3.5034 

1.63347 

23.2558 

135.09 

1452.20 

44 

1936 

85184 

6.6332 

3.5303 

1.64345 

22.7273 

138.23 

1520.53 

45 

2025 

91125 

6.7082 

3.5569 

1.65321 

22.2222 

141.37 

1590.43 

46 

2116 

97336 

6.7823 

3.5830 

1.66276 

21.7391 

144.51 

1661.90 

47 

2209 

103823 

6.8557 

3.6088 

1.67210 

21.2766 

147.65 

1734.94 

48 

2304 

110592 

6.9282 

3.6342 

1.68124 

20.8333 

150.80 

1809.56 

49 

2401 

117649 

7.0000 

3.6593 

1.69020 

20.4082 

153.94 

1885.74 

\ 

360 


MATHEMATICAL  TABLES 


FUNCTIONS  OF  NUMBERS  50  TO  99 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.  =  Diameter 

Circum. 

Area 

50 

2500 

125000 

7.0711 

3.6840 

1.69897 

20.0000 

157.08 

1963.50 

51 

2601 

132651 

7.1414 

3.7084 

1.70757 

19.6078 

160.22 

2042.82 

52 

2704 

140608 

7.2111 

3.7325 

1.71600 

19.2308 

163.36 

2123.72 

53 

2809 

148877 

7.2801 

3.7563 

1.72428 

18.8679 

166.50 

2206.18 

54 

2916 

157464 

7.3485 

3.7798 

1.73239 

18.5185 

169.65 

2290.22 

55 

3025 

166375 

7.4162 

3.8030 

1.74036 

18.1818 

172.79 

2375.83 

56 

3136 

175616 

7.4833 

3.8259 

1.74819 

17.8571 

175.93 

2463.01 

57 

3249 

185193 

7.5498 

3.8485 

1.75587 

17.5439 

179.07 

2551.76 

58 

3364 

195112 

7.6158 

3.8709 

1.76343 

17.2414 

182.21 

2642.08 

59 

3481 

205379 

7.6811 

3.8930 

1.77085 

16.9492 

185.35 

2733.97 

60 

3600 

216000 

7.7460 

3.9149 

1.77815 

16.6667 

188.50 

2827.43 

61 

3721 

226981 

7.8102 

3.9365 

1.78533 

16.3934 

191.64 

2922.47 

62 

3844 

238328 

7.8740 

3.9579 

1.79239 

16.1290 

194.78 

3019.07 

63 

3969 

250047 

7.9373 

3.9791 

1.79934 

15.8730 

197.92 

3117.25 

64 

4096 

262144 

8.0000 

4.0000 

1.80618 

15.6250 

201.06 

3216.99 

65 

422.5 

274625 

8.0623 

4.0207 

1.81291 

15.3846 

204.20 

3318.31 

66 

4356 

287496 

8.1240 

4.0412 

1.81954 

15.1515 

207.35 

3421.19 

67 

4489 

300763 

8.1854 

4.0615 

1.82607 

14.9254 

210.49 

3525.65 

68 

4624 

314432 

8.2462 

4.0817 

1.83251 

14.7059 

213.63 

3631.68 

69 

4761 

328509 

8.3066 

4.1016 

1.83885 

14.4928 

216.77 

3739.28 

70 

4900 

343000 

8.3666 

4.1213 

1.84510 

14.2857 

219.91 

3848.45 

71 

5041 

357911 

8.4261 

4.1408 

1.85126 

14.0845 

223.05 

3959.19 

72 

5184 

373248 

8.4853 

4.1602 

1.85733 

13.8889 

226.19 

4071.50 

73 

5329 

389017 

8.5440 

4.1793 

1.86332 

13.6986 

229.34 

4185.39 

74 

5476 

405224 

8.6023 

4.1983 

1.86923 

13.5135 

232.48 

4300.84 

75 

5625 

421875 

8.6603 

4.2172 

1.87506 

13.3333 

235.62 

4417.86 

76 

5776 

438976 

8.7178 

4.2358 

1.88081 

13.1579 

238.76 

4536.46 

77 

5929 

456533 

8.7750 

4.2543 

1.88649 

12.9870 

241.90 

4656.63 

78* 

6084 

474552 

8.8318 

4.2727 

1.89209 

12.8205 

245.04 

4778.36 

79 

6241 

493039 

8.8882 

4.2908 

1.89763 

12.6582 

248.19 

4901.67 

80 

6400 

512000 

8.9443 

4.3089 

1.90309 

12.5000 

251.33 

5026.55 

81 

6561 

531441 

9.0000 

4.3267 

1.90849 

12.3457 

254.47 

5153.00 

82 

6724 

551368 

9.0554 

4.3445 

1.91381 

12.1951 

257.61 

5281.02 

83 

6889 

571787 

9.1104 

4.3621 

1.91908 

12.0482 

260.75 

5410.61 

84 

7056 

592704 

9.1652 

4.3795 

1.92428 

11.9048 

263.89 

5541.77 

85 

7225 

614125 

9.2195 

4.3968 

1.92942 

11.7647 

267.04 

5674.50 

86 

7396 

636056 

9.2736 

4.4140 

1.93450 

11.6279 

270.18 

5808.80 

87 

7569 

658503 

9.3274 

4.4310 

1.93952 

11.4943 

273.32 

5944.68 

88 

7744 

681472 

9.3808 

4.4480 

1.94448 

11.3636 

276.46 

6082.12 

89 

7921 

7049G9 

9.4340 

4.4647 

1.94939 

11.2360 

279.60 

6221.14 

90 

8100 

729000 

9.4868 

4.4814 

1.95424 

11.1111 

282.74 

6361.73 

91 

8281 

753571 

9.5394 

4.4979 

1.95904 

10.9890 

285.88 

6503.88 

92 

8464 

778688 

9.5917 

4.5144 

1.96379 

10.8696 

289.03 

6647.61 

93 

8649 

804357 

9.6437 

4.5307 

1.96848 

10.7527 

292.17 

6792.91 

94 

8836 

830584 

9.6954 

4.5468 

1.97313 

10.6383 

295.31 

6939.78 

95 

9025 

857375 

9.7468 

4.5629 

1.97772 

10.5263 

298.45 

7088.22 

96 

9216 

884736 

9.7980 

4.5789 

1.98227 

10.4167 

301.59 

7238.23' 

97 

9409 

912673 

9.8489 

4.5947 

1.98677 

10.3093 

304.73 

7389.81 

98 

9604 

941192 

9.8995 

4.6104 

1.99123 

10.2041 

307.88 

7542.96 

99 

9801 

970299 

9.9499 

4.6261 

1.99564 

10.1010 

311.02 

7697.69 

361 


CARNEGIE    STEEL    COMPANY 


FUNCTIONS  OF  NUMBERS,  100  TO  149 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.  =  Diameter 

Circum. 

Area 

100 

10000 

1000000 

10.0000 

4.6416 

2.00000 

10.0000 

314.16 

7853.98 

101 

10201 

1030301 

10.0499 

4.6570 

2.00432 

9.90099 

317.30 

8011.85 

102 

10404 

1061208 

10.0995 

4.6723 

2.00860 

9.80392 

320.44 

8171.28 

103 

10609 

1092727 

10.1489 

4.6875 

2.01284 

9.70874 

323.58 

8332.29 

104 

10816 

1124864 

10.1980 

4.7027 

2.01703 

9.61538 

326.73 

8494.87 

105 

y025 

1157625 

10.2470 

4.7177 

2.02119 

9.52381 

329.87 

8659.01 

106 

11236 

1191016 

10.2956 

4.7326 

2.02531 

9.43396 

333.01 

8824.73 

107 

11449 

1225043 

10.3441 

4.7475 

2.02938 

9.34579 

336.15 

8992.02 

108 

11664 

1259712 

10.3923 

4.7622 

2.03342 

9.25926 

339.29 

9160.88 

109 

11881 

1295029 

10.4403 

4.7769 

2.03743 

9.17431 

342.43 

9331.32 

110 

12100 

1331000 

10.4881 

4.7914 

2.04139 

9.09091 

345.58 

9503.32 

111 

12321 

1367631 

10.5357 

4.8059 

2.04532 

9.00901 

348.72 

9676.89 

112 

12544 

1404928 

10.5830 

4.8203 

2.04922 

8.92857 

351.86 

9852.03 

113 

12769 

1442897 

10.6301 

4.8346 

2.05308 

8.84956 

355.00 

10028.7 

114 

12996 

1481544 

10.6771 

4.8488 

2.05690 

8.77193 

358.14 

10207.0 

115 

13225 

1520875 

10.7238 

4.8629 

2.06070 

8.69565 

361.28 

10386.9 

116 

13456 

1560896 

10.7703 

4.8770 

2.06446 

8.62069 

364.42 

10568.3 

117 

13689 

1601613 

10.8167 

4.8910 

2.06819 

8.54701 

367.57 

10751.3 

118 

13924 

1643032 

10.8628 

4.9049 

2.07188 

8.47458 

370.71 

10935.9 

119 

14161 

1685159 

10.9087 

4.9187 

2.07555 

8.40336 

373.85 

11122.0 

120 

14400 

1728000 

10.9545 

4.9324 

2.07918 

8.33333 

376.99 

11309.7 

121 

14641 

1771561 

11.0000 

4.9461 

2.08279 

8.26446 

380.13 

11499.0 

122 

14884 

1815848 

11.0454 

4.9597 

2.08636 

8.19672 

383.27 

11689.9 

123 

15129 

1860867 

11.0905 

4.9732 

2.08991 

8.13008 

386.42 

11882.3 

124 

15376 

1906624 

11.1355 

4.9866 

2.09342 

8.06452 

389.56 

12076.3 

125 

15625 

1953125 

11.1803 

5.0000 

2.09691 

8.00000 

392.70 

12271.8 

126 

15876 

2000376 

11.2250 

5.0133 

2.10037 

7.93651 

395.84 

12469.0 

127 

16129 

2048383 

11.2694 

5.0265 

2.10380 

7.87402 

398.98 

12667.7 

128 

16384 

2097152 

11.3137 

5.0397 

2.10721 

7.81250 

402.12 

12868.0 

129 

16641 

2146689 

11.3578 

5.0528 

2.11059 

7.75194 

405.27 

13069.8 

130 

16900 

2197000 

11.4018 

5.0658 

2.11394 

7.69231 

408.41 

13273.2 

131 

17161 

2248091 

11.4455 

5.0788 

2.11727 

7.63359 

411.55 

13478.2 

132 

17424 

2299968 

11.4891 

5.0916 

2.12057 

7.57576 

414.69 

13684.8 

133 

17689 

2352637 

11.5326 

5.1045 

2.12385 

7.51880 

417.83 

13892.9 

134 

17956 

2406104 

11.5758 

5.1172 

2.12710 

7.46269 

420.97 

14102.6 

135 

18225 

2460375 

11.6190 

5.1299 

2.13033 

7.40741 

424.12 

14313.9 

136 

18496 

2515456 

11.6619 

5.1426 

2.13354 

7.35294 

427.26 

14526.7 

137 

18769 

2571353 

11.7047 

5.1551 

2.13672 

7.29927 

430.40 

14741.1 

138 

19044 

2628072 

11.7473 

5.1676 

2.13988 

7.24638 

433.54 

14957.1 

139 

19321 

2685619 

11.7898 

5.1801 

2.14301 

7.19424 

436.68 

15174.7 

140 

19600 

2744000 

11.8322 

5.1925 

2.14613 

7.14286 

439.82 

15393.8 

141 

19881 

2803221 

11.8743 

5.2048 

2.14922 

7.09220 

442.96 

15614.5 

142 

20164 

2863288 

11.9164 

5.2171 

2.15229 

7.04225 

446.11 

15836.8 

143 

20449 

2924207 

11.9583 

5.2293 

2.15534 

6.99301 

449.25 

16060.6 

144 

20736 

2985984 

12.0000 

5.2415 

2.15836 

6.94444 

452.39 

16286.0 

145 

21025 

3048625 

12.0416 

5.2536 

2.16137 

6.89655 

455.53 

16513.0 

146 

21316 

3112136 

12.0830 

5.2656 

2.16435 

6.84932 

458.67 

16741.5 

147 

21609 

3176523 

12.1244 

5.2776 

2.16732 

6.80272 

461.81 

16971.7 

148 

21904 

3241792 

12.1655 

5.2896 

2.17026 

6.75676 

464.96 

17203.4 

149 

22201 

3307949 

12.2006 

5.3015 

2.17319 

6.71141 

468.10 

17436.6 

362 


MATHEMATICAL  TABLES 


FUNCTIONS  OF  NUMBERS,  150  TO  199 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.  =  Diameter 

Circum. 

Area 

150 

22500 

3375000 

12.2474 

5.3133 

2.17609 

6.66667 

471.24 

17671.5 

151 

22801 

3442951 

12.2882 

5.3251 

2.17898 

6.62252 

474.38 

17907.9 

152 

23104 

3511808 

12.3288 

5.3368 

2.18184 

6.57895 

477.52 

18145.8 

153 

23409 

3581577 

12.3693 

5.3485 

2.18469 

6.53595 

480.66 

18385.4 

154 

23716 

3652264 

12.4097 

5.3601 

2.18752 

6.49351 

483.81 

18626.5 

155 

24025 

3723875 

12.4499 

5.3717 

2.19033 

6.45161 

486.95 

18869.2 

156 

24336 

3796416 

12.4900 

5.3832 

2.19312 

6.41026 

490.09 

191134 

157 

24649 

3869893 

12.5300 

5.3947 

2.19590 

6.36943 

493.23 

19359.3 

158 

24964 

3944312 

12.5698 

5.4061 

2.19866 

6.32911 

496.37 

19606.7 

159 

25281 

4019679 

12.6095 

5.4175 

2.20140 

6.28931 

499.51 

19855.7 

160 

25600 

4096000 

12.6491 

5.4288 

2.20412 

6.25000 

502.65 

20106.2 

161 

25921 

4173281 

12.6886 

5.4401 

2.20683 

6.21118 

505.80 

20358.3 

162 

26244 

4251528 

12.7279 

5.4514 

2.20952 

6.17284 

508.94 

20612.0 

163 

26569 

4330747 

12.7671 

5.4626 

2.21219 

6.13497 

512.08 

20867.2 

164 

26896 

4410944 

12.8062 

5.4737 

2.21484 

6.09756 

515.22 

21124.1 

165 

27225 

4492125 

12.8452 

5.4848 

2.21748 

6.06061 

518.36 

21382.5 

166 

27556 

4574296 

12.8841 

5.4959 

2.22011 

6.02410 

521.50 

21642  .4 

167 

27889' 

4657463 

12.9228 

5.5069 

2.22272 

5.98802 

524.65 

21904.0 

168 

28224 

4741632 

12.9615 

5.5178 

2.22531 

5.95238 

527.79 

22167.1 

169 

28561 

4826809 

13.0000 

5.5288 

2.22789 

5.91716 

530.93 

22431.8 

170 

28900 

4913000 

13.0384 

5.5397 

2.23045 

5.88235 

534.07 

22698.0 

171 

29241 

5000211 

13.0767 

5.5505 

2.23300 

5.84795 

537.21 

22965.8 

172 

295S4 

5088448 

13.1149 

5.5613 

2.23553 

5.81395 

540.35 

23235.2 

173 

29929 

5177717 

13.1529 

5.5721 

2.23805 

5.78035 

543.50 

23506.2 

174 

30276 

5268024 

13.1909 

5.5828 

2.24055 

5.74713 

546.64 

23778.7 

175 

30625 

5359375 

13.2288 

5.5934 

2.24304 

5.71429 

549.78 

24052.8 

176 

30976 

5451776 

13.2665 

5.6041 

2.24551 

5.68182 

552.92 

24328.5 

177 

31329 

5545233 

13.3041 

5.6147 

2.24797 

5.64972 

556.06 

24605.7 

178 

31684 

5639752 

13.3417 

5.6252 

2.25042 

5.61798 

559.20 

24884.6 

179 

32041 

5735339 

13.3791 

5.6357 

2.25285 

5.58659 

562.35 

25164.9 

180 

32400 

5832000 

13.4164 

5.6462 

2.25527 

5.55556 

565.49 

25446.9 

181 

32761 

5929741 

13.4536 

5.6567 

2.25768 

5.52486 

568.63 

25730.4 

182 

33124 

6028568 

13.4907 

5.6671 

2.26007 

5.49451 

571.77 

26015.5 

183 

33489 

6128487 

13.5277 

5.6774 

2.26245 

5.46448 

574.91 

26302.2 

184 

33856 

6229504 

13.5647 

5.6877 

2.26482 

5.43478 

578.05 

26590.4 

185 

34225 

6331625 

13.6015 

5.6980 

2.26717 

5.40541 

581.19 

26880.3 

186 

34596 

6434856 

13.6382 

5.7083 

2.26951 

5.37634 

584.34 

27171.6 

187 

34969 

.  6539203 

13.6748 

5.7185 

2.27184 

5.34759 

587.48 

27464.6 

188 

35344 

6644672 

13.7113 

5.7287 

2.27416 

5.31915 

590.62 

27759.1 

189 

35721 

6751269 

13.7477 

5.7388 

2.27646 

5.29101 

593.76 

28055.2 

190 

36100 

6859000 

13.7840 

5.7489 

2.27875 

5.26316 

596.90 

28352.9 

191 

36481 

6967871 

13.8203 

5.7590 

2.28103 

5.23560 

600.04 

28652.1 

192 

36864 

7077888 

13.8564 

5.7690 

2.28330 

5.20833 

603.19 

28952.9 

193 

37249 

7189057 

13.8924 

5.7790 

2.28556 

5.18135 

606.33 

29255.3 

194 

37636 

7301384 

13.9284 

5.7890 

2.28780 

5.15464 

609.47 

29559.2 

195 

38025 

7414875 

13.9642 

5.7989 

2.29003 

5.12821 

612.61 

29864.8 

196 

38416 

7529536 

14.0000 

5.8088 

2.29226 

5.10204 

615.75 

30171.9 

197 

38809 

7645373 

14.0357 

5.8186 

2.29447 

5.07614 

618.89 

30480.5 

198 

39204 

7762392 

14.0712 

5.8285 

2.29667 

5.05051 

622.04 

30790.7 

199 

39601 

7880599 

14.1067 

5.8383 

2.29885 

5.02513 

625.18 

31102.6 

CARNEGIE    STEEL    COMPANY 


FUNCTIONS  OF  NUMBERS,  200  TO  249 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.  =:  Diameter 

Circum.    Area 

200 

40000 

8000000 

14.1421 

5.8480 

2.30103 

5.00000 

628.32 

31415.9 

201 

40401 

8120601 

14.1774 

5.8578 

2.30320 

4.97512 

631.46 

31730.9 

202 

40804 

8242408 

14.2127 

5.8675 

2.30535 

4.95050 

634.60 

32047.4 

203 

41209 

8365427 

14.2478 

5.8771 

2.30750 

4.92611 

637.74 

32365.5 

204 

41616 

8489664 

14.2829 

5.8868 

2.30963 

4.90196 

640.88 

32685.1 

205 

42025 

8615125 

14.3178 

5.8964 

2.31175 

4.87805 

644.03 

33006.4 

206 

42436 

8741816 

14.3527 

5.9059 

2.31387 

4.85437 

647.17 

33329.2 

207 

42849 

8869743 

14.3875 

5.9155 

2.31597 

4.83092 

650.31 

33653.5 

208 

43264 

8998912 

14.4222 

5.9250 

2.31806 

4.80769 

653.45 

33979.5 

209 

43681 

9129329 

14.4568 

5.9345 

2.32015 

4.78469 

656.59 

34307.0 

210 

44100 

9261000 

14.4914 

5.9439 

2.32222 

4.76190 

659.73 

34636.1 

211 

44521 

9393931 

14.5258 

5.9533 

2.32428 

4.73934 

662.88 

34966.7 

212 

44944 

9528128 

14.5602 

5.9627 

2.32634 

4.71698 

666.02 

35298.9 

213 

45369 

9663597 

14.5945 

5.9721 

2.32838 

4.69484 

669.16 

35632.7 

214 

45796 

9800344 

14.6287 

5.9814 

2.33041 

4.67290 

672.30 

35968.1 

215 

46225 

9938375 

14.6629 

5.9907 

2.33244 

4.65116 

675.44 

36305.0 

216 

46656 

10077696 

14.6969 

6.0000 

2.33445 

4.62963 

678.58 

36643.5 

217 

47089 

10218313 

14.7309 

6.0092 

2.33646 

4.60829 

681.73 

36983.6 

218 

47524 

10360232 

14.7648 

6.0185 

2.33846 

4.58716 

684.87 

37325.3 

219 

47961 

10503459 

14.7986 

6.0277 

2.34044 

4.56621 

688.01 

37668.5 

220 

48400 

10648000 

14.8324 

6.0368 

2.34242 

4.54545 

691.15 

38013.3 

221 

48841 

10793861 

14.8661 

6.0459 

2.34439 

4.52489 

694.29 

38359.6 

222 

49284 

10941048 

14.8997 

6.0550 

2.34635 

4.50450 

697.43 

38707.6 

223 

49729 

11089567 

14.9332 

6.0641 

2.34830 

4.48430 

700.58 

39057.1 

224 

50176 

11239424 

14.9666 

6.0732 

2.35025 

4.46429 

703.72 

39408.1 

225 

50625 

11390625 

15.0000 

6.0822 

2.35218 

4.44444 

708.86 

39760.8 

226 

51076 

11543176 

15.0333 

6.0912 

2.35411 

4.42478 

710.00 

40115.0 

227 

51529 

11697083 

15.0665 

6.1002 

2.35603 

4.40529 

713.14 

40470.8 

228 

51984 

11852352 

15.0997 

6.1091 

2.35793 

4.38596 

716.28 

40828.1 

229 

52441 

12008989 

15.1327 

6.1180 

2.35984 

4.36681 

719.42 

41187.1 

230 

52900 

12167000 

15.1658 

6.1269 

2.36173 

4.34783 

722.57 

41547.6 

231 

53361 

12326391 

15.1987 

6.1358 

2.36361 

4.32900 

725.71 

41909.6 

232 

53824 

124&7168 

15.2315 

6.1446 

2.36549 

4.31034 

728.85 

42273.3 

233 

54289 

12649337 

15.2643 

6.1534 

2.36736 

4.29185 

731.99 

42638.5 

234 

54756 

12812904 

15.2971 

6.1622 

2.36922 

4.27350 

735.13 

43005.3 

235 

55225 

12977875 

15.3297 

6.1710 

2.37107 

4.25532 

738.27 

43373.6 

236 

55696 

13144256 

15.3623 

6.1797 

2.37291 

4.23729 

741.42 

43743.5 

237 

56169 

13312053 

15.3948 

6.1885 

2.37475 

4.21941 

744.56 

44115.0 

238 

56644 

13481272 

15.4272 

6.1972 

2.37658 

4.20168 

747.70 

44488.1 

239 

57121 

13651919 

15.4596 

6.2058 

2.37840 

4.18410 

750.84 

44862.7 

240 

57600 

13824000 

15.4919 

6.2145 

2.38021 

4.16667 

753.98 

45238.9 

241 

58081 

13997521 

15.5242 

6.2231 

2.38202 

4.14938 

757.12 

45616.7 

242 

58564 

14172488 

15.5563 

6.2317 

2.38382 

4.13223 

760.27 

45996.1 

243 

59049 

14348907 

15.5885 

6.2403 

2.38561 

4.11523 

763.41 

46377.0 

244 

59536 

14526784 

15.6205 

6.2488 

2.38739 

4.09836 

766.55 

46759.5 

245 

60025 

14706125 

15.6525 

6.2573 

2.38917 

4.08163 

769.69 

47.143.5 

246 

60516 

14886936 

15.6844 

6.2658 

2.39094 

4.06504 

772.83 

47529.2 

247 

61009 

15069223 

15.7162 

6.2743 

2.39270 

4.04858 

775.97 

47916.4 

248 

61504 

15252992 

15.7480 

6.2828 

2.39445 

4.03226 

779.12 

48305.1 

249 

62001 

15438249 

15.7797 

6.2912 

2.39620 

4.01606 

782.26 

48695.5 

364 


MATHEMATICAL  TABLES 


FUNCTIONS  OF  NUMBERS,  250  TO  299 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.  =  Diameter 

Circum.  |   Area 

250 

62500 

15625000 

15.8114 

6.2996 

2.39794 

4.00000 

785.40 

49087.4 

251 

63001 

15813251 

15.8430 

6.3080 

2.39967 

3.98406 

788.54 

49480.9 

252 

63504 

16003008 

15.8745 

6.3164 

2.40140 

3.96825 

791.68 

49875.9 

253 

64009 

16194277 

15.9060 

6.3247 

2.40312 

3.95257 

794.82 

50272.6 

254 

64516 

16387064 

15.9374 

6.3330 

2.40483 

3.93701 

797.96 

50670.7 

255 

65025 

16581375 

15.9687 

6.3413 

2.40654 

3.92157 

801.11 

51070.5 

256 

65536 

16777216 

16.0000 

6.3496 

2.40824 

3.90625 

804.25 

51471.9 

257 

66049 

16974593 

16.0312 

6.3579 

2.40993 

3.89105 

807.39 

51874.8 

258 

66564 

17173512 

16.0624 

6.3661 

2.41162 

3.87597 

810.53 

52279.2 

259 

67081 

17373979 

16.0935 

6.3743 

2.41330 

3.86100 

813.67 

52685.3 

260 

67600 

17576000 

16.1245 

6.3825 

2.41497 

3.84615 

816.81 

53092.9 

261 

68121 

17779581 

16,1555 

6.3907 

2.41664 

3.83142 

819.96 

53502.1 

262 

68644 

17984728 

16.1864 

6.3988 

2.41830 

3.81679 

823.10 

53912.9 

263 

69169 

18191447 

16.2173 

6.4070 

2.41996 

3.80228 

826.24 

54325.2 

264 

69696 

18399744 

16.2481 

6.4151 

2.42160 

3.78788 

829.38 

54739.1 

265 

70225 

18609625 

16.2788 

6.4232 

2.42325 

3.77358 

832.52 

55154.6 

266 

70756 

18821096 

16.3095 

6.4312 

2.42488 

3.75940 

835.66 

55571.6 

267 

71289 

19034163 

16.3401 

6.4393 

2.42651 

3.74532 

838.81 

55990.2 

268 

71824 

19248832 

16.3707 

6.4473 

2.42813 

3.73134 

841.95 

56410.4 

269 

72361 

19465109 

16.4012 

6.4553 

2.42975 

3.71747 

845.09 

56832.2 

270 

72900 

19683000 

16.4317 

6.4633 

2.43136 

3.70370 

848.23 

57255.5 

271 

73441 

19902511 

16.4621 

6.4713 

2.43297 

3.69004 

851.37 

57680.4 

272 

73984 

20123648 

16.4924 

6.4792 

2.43457 

3.67647 

854.51 

58106.9 

273 

74529 

20346417 

16.5227 

6.4872 

2.43616 

3.66300 

857.65 

58534.9 

274 

75076 

20570824 

16.5529 

6.4951 

2.43775 

3.64964 

860.80 

58964.6 

275 

75625 

20796875 

16.5831 

6.5030 

2.43933 

3.63636 

863.94 

59395.7 

276 

76176 

21024576 

16.6132 

6.5108 

2.44091 

3.62319 

867.08 

59828.5 

277 

76729 

21253933 

16.6433 

6.5187 

2.44248 

3.61011 

870.22 

60262.8 

278 

77284 

21484952 

16.6733 

6.5265 

2.44404 

3.59712 

873.36 

60698.7 

279 

77841 

21717639 

16.7033 

6.5343 

2.44560 

3.58423 

876.50 

61136.2 

280 

78400 

21952000 

16.7332 

6.5421 

2.44716 

3.57143 

879.65 

61575.2 

281 

78961 

22188041 

16.7631 

6.5499 

2.44871 

3.55872 

882.79 

62015.8 

282 

79524 

22425768 

16.7929 

6.5577 

2.45025 

3.54610 

885.93 

62458.0 

283 

80089' 

22665187 

16.8226 

6.5654 

2.45179 

3.53357 

889.07 

62901.8 

284 

80656 

22906304 

16.8523 

6.5731 

2.45332 

3.52113 

892.21 

63347.1 

285 

81225 

23149125 

16.8819 

6.5808 

2.45484 

3.50877 

895.35 

63794.0 

286 

81796 

23393656 

16.9115 

6.5885 

2.45637 

3.49650 

898.50 

64242.4 

287 

82369 

23639903 

16.9411 

6.5962 

2.45788 

3.48432 

901.64 

64692.5 

288 

82944 

23887872 

16.9706 

6.6039 

2.45939 

3.47222 

904.78 

65144.1 

289 

83521 

24137569 

17.0000 

6.6115 

2.46090 

3.46021 

907.92 

65597.2 

290 

84100 

24389000 

17.0294 

6.6191 

2.46240 

3.44828 

911.06 

66052.0 

291 

84681 

24642171 

17.0587 

6.6267 

2.46389 

3.43643 

914.20 

66508.3 

292 

85264 

24897088 

17.0880 

6.6343 

2.46538 

3.42466 

917.35 

66966.2 

293 

85849 

25153757 

17.1172 

6.6419 

2.46687 

3.41297 

920.49 

67425.6 

294 

86436 

25412184 

17.1464 

6.6494 

2.46835 

3.40136 

923.63 

67886.7 

295 

87025 

25672375 

17.1756 

6.6569 

2.46982 

3.38983 

926.77 

68349.3 

296 

87616 

25934336 

17.2047 

6.6644 

2.47129 

3.37838 

929.91 

68813.4 

297 

88209 

26198073 

17.2337 

6.6719 

2.47276 

3.36700 

933.05 

69279.2 

298 

88804 

26463592 

17.2627 

6.6794 

2.47422 

3.35570 

936.19  69746.5 

299 

89401 

26730899 

17.2916 

6.6869 

2.47567 

3.34448 

939.34  70215.4 

365 


CARNEGIE    STEEL    COMPANY 


FUNCTIONS  OF  NUMBERS,  300  TO  349 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.  =  Diameter 

Circum. 

Area 

300 

90000 

27000000 

17.3205 

6.6943 

2.47712 

3.33333 

942.48 

70685.8 

301 

90601 

27270901 

17.3494 

6.7018 

2.47857 

3.32226 

945.62 

71157.9 

302 

91204 

27543608 

17.3781 

6.7092 

2.48001 

3.31126 

948.76 

71631.5 

303 

91809 

27818127 

17.4069 

6.7166 

2.48144 

3.30033 

951.90 

72106.6 

304 

92416 

28094464 

17.4356 

6.7240 

2.48287 

3.28947 

955.04 

72583.4 

305 

93025 

28372625 

17.4642 

6.7313 

2.48430 

3.27869 

958.19 

73061.7 

306 

93636 

28652616 

17.4929 

6.7387 

2.48572 

3.26797 

961.33 

73541.5 

307 

94249 

28934443 

17.5214 

6.7460 

2.48714 

3.25733 

964.47 

74023.0 

308 

94864 

29218112 

17.5499 

6.7533 

2.48855 

3.24675 

967.61 

74506.0 

309 

95481 

29503629 

17.5784 

6.7606 

2.48996 

3.23625 

970.75 

74990.6 

310 

96100 

29791000 

17.6068 

6.7679 

2.49136 

3.22581 

973.89 

75476.8 

311 

96721 

30080231 

17.6352 

6.7752 

2.49276 

3.21543 

977.04 

75964.5 

312 

97344 

30371328 

17.6635 

6.7824 

2.49415 

3.20513 

980.18 

76453.8 

313 

97969 

30664297 

17.6918 

6.7897 

2.49554 

3.19489 

983.32 

76944.7 

314 

98596 

30959144 

17.7200 

6.7969 

2.49693 

3.18471 

986.46 

77437.1 

315 

99225 

31255875 

17.7482 

6.8041 

2.49831 

3.17460 

989.60 

77931.1 

316 

99856 

31554496 

17.7764 

6.8113 

2.49969 

3.16456 

992.74 

78426.7 

317 

100489 

31855013 

17.8045 

6.8185 

2.50106 

3.15457 

995.88 

78923.9 

318 

101124 

32157432 

17.8326 

6.8256 

2.50243 

3.14465 

999.03 

79422.6 

319 

101761 

32461759 

17.8606 

6.8328 

2.50379 

3.13480 

1002.2 

79922.9 

320 

102400 

32768000 

17.8885 

6.8399 

2.50515 

3.12500 

1005.3 

80424.8 

321 

103041 

33076161 

17.9165 

6.8470 

2.50651 

3.11526 

1008.5 

80928.2 

322 

103684 

33386248 

17.9444 

6.8541 

2.50786 

3.10559 

1011.6 

81433.2 

323 

104329 

33698267 

17.9722 

6.8612 

2.50920 

3.09598 

1014.7 

81939.8 

324 

104976 

34012224 

18.0000 

6.8683 

2.51055 

3.08642 

1017.9 

82448.0 

325 

105625 

34328125 

18.0278 

6.8753 

2.51188 

3.07692 

1021.0 

82957.7 

326 

106276 

34645976 

18.0555 

6.8824 

2.51322 

3.06749 

1024.2 

83469.0 

327 

106929 

34965783 

18.0831 

6.8894 

2.51455 

3.05810 

1027.3 

83981.8 

328 

107584 

35287552 

18.1108 

6.8964 

2.51587 

3.04878 

1030.4 

84496.3 

329 

108241 

35611289 

18.1384 

6.9034 

2.51720 

3.03951 

1033.6 

85012.3 

330 

108900 

35937000 

18.1659 

6.9104 

2.51851 

3.03030 

1036.7 

85529.9 

331 

109561 

36264691 

18.1934 

6.9174 

2.51983 

3.02115 

1039.9 

86049.0 

332 

110224 

36594368 

18.2209 

6.9244 

2.52114 

3.01205 

1043.0 

86569.7 

333 

110889 

36926037 

18.2483 

6.9313 

2.52244 

3.00300 

1046.2 

87092.0 

334 

111556 

37259704 

18.2757 

6.9382 

2.52375 

2.99401 

1049.3 

87615.9 

335 

112225 

37595375 

18.3030 

6.9451 

2.52504 

2.98507 

1052.4 

88141.3 

336 

112896 

37933056 

18.3303 

6.9521 

2.52634 

2.97619 

1055.6 

88668.3 

337 

113569 

38272753 

18.3576 

6.9589 

2.52763 

2.96736 

1058.7 

89196.9 

338 

114244 

38614472 

18.3848 

6.9658 

2.52892 

2.95858 

1061.9 

89727.0 

339 

114921 

38958219 

18.4120 

6.9727 

2.53020 

2.94985 

1065.0 

90258.7 

340 

115600 

39304000 

18.4391 

6.9795 

2.53148 

2.94118 

1068.1 

90792.0 

341 

116281 

39651821 

18.4662 

6.9864 

2.53275 

2.93255 

1071.3 

91326.9 

342 

116964 

40001688 

18.4932 

6.9932 

2.53403 

2.92398 

1074.4 

9L863.3 

343 

117649 

40353607 

18.5203 

7.0000 

2.53529 

2.91545 

1077.6 

92401.3 

344 

118336 

40707584 

18.5472 

7.0068 

2.53656 

2.90698 

1080.7 

92940.9 

345 

119025 

41063625 

18.5742 

7.0136 

2.53782 

2.89855 

1083.8 

93482.0 

346 

119716 

41421736 

18.6011 

7.0203 

2.53908 

2.89017 

1087.0 

94024.7 

347 

120409 

41781923 

18.6279 

7.0271 

2.54033 

2.88184 

1090.1 

94569.0 

348 

121104 

42144192 

18.6548 

7.0338 

2.54158 

2.87356 

1093.3 

95114.9 

349 

121801 

42508549 

18.6815 

7.0406 

2.54283 

2.86533 

1096.4 

95662.3 

366 


MATHEMATICAL  TABLES 


FUNCTIONS  OF  NUMBERS,  350  TO  399 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.  =  Diameter 

Circum.  |   Area 

350 

122500 

42875000 

18.7083 

7.0473 

2.54407 

2.85714 

1099.6 

96211.3 

351 

123201 

43243551 

18.7350 

7.0540 

2.54531 

2.84900 

1102.7 

96761.8 

352 

123904 

43614208 

18.7617 

7.0607 

2.54654 

2.84091 

1105.8 

97314.0 

353 

124609 

43986977 

18.7883 

7.0674 

2.54777 

2.83286 

1109.0 

97867.7 

354 

125316 

44361864 

18.8149 

7.0740 

2.54900 

2.82486 

1112.1 

98423.0 

355 

126025 

44738875 

18.8414 

7.0807 

2.55023 

2.81690 

1115.3 

98979.8 

356 

126736 

45118016 

18.8680 

7.0873 

2.55145 

2.80899 

1118.4 

99538.2 

357 

127449 

45499293 

18.8944 

7.0940 

2.55267 

2.80112 

1121.5 

100098 

358 

128164 

45882712 

18.9209 

7.1006 

2.55388 

2.79330 

1124.7 

100660 

359 

128881 

46268279 

18.9473 

7.1072 

2.55509 

2.78552  1127.8 

101223 

360 

129600 

46656000 

18.9737 

7.1138 

2.55630 

2.77778  1131.0 

101788 

361 

130321 

47045881 

19.0000 

7.1204 

2.55751  2.77008 

1134.1 

102354 

362 

131044 

47437928 

19.0263 

7.1269 

2.55871  2.76243 

1137.3 

102922 

363  131769 

47832147 

19.0526 

7.1335 

2.55991 

2.75482 

1140.4 

103491 

364  132496  1  48228544 

19.0788 

7.1400 

2.56110 

2.74725 

1143.5 

104062 

365  !  133225 

48627125 

19.1050 

7.1466 

2.56229 

2.73973 

1146.7 

104635 

366  133956 

49027896 

19.1311 

7.1531 

2.56348 

2.73224 

1149.8 

105209 

367 

134689 

49430863 

19.1572 

7.1596 

2.56467 

2.72480 

1153.0 

105785 

368 

135424 

49836032 

19.1833 

7.1661 

2.56585 

2.71739 

1156.1 

106362 

369 

136161 

50243409 

19.2094 

7.1726 

2.56703 

2.71003 

1159.2 

106941 

370 

136900 

50653000 

19.2354 

7.1791 

2.56820 

2.70270 

1162.4 

107521 

371 

137641 

51064811 

19.2614 

7.1855 

2.56937 

2.69542 

1165.5 

108103 

372 

138384 

51478848 

19.2873 

7.1920 

2.57054 

2.68817 

1168.7 

108687 

373 

139129 

51895117 

19.3132 

7.1984 

2.57171 

2.68097 

1171.8 

109272 

374 

139876 

52313624 

19.3391 

7.2048 

2.57287 

2.67380 

1175.0 

109858 

375 

140625 

52734375 

19.3649 

7.2112 

2.57403 

2.66667 

1178.1 

110447 

376 

141376 

53157376  !  19.3907 

7.2177 

2.57519 

2.65957 

1181.2 

111036 

377 

142129 

53582633 

19.4165 

7.2240 

2.57634 

2.65252 

1184.4 

111628 

378 

142884 

54010152 

19.4422 

7.2304 

2.57749 

2.64550 

1187.5 

112221 

379 

143641 

54439939 

19.4679 

7.2368 

2.57864 

2.63852 

1190.7 

112815 

380 

144400 

54872000 

19.4936 

7.2432 

2.57978 

2.63158 

1193.8 

113411 

381 

145161 

55306341 

19.5192  7.2495 

2.58093 

2.62467 

1196.9 

114009 

382 

145924 

55742968 

19.5448  i  7.2558 

2.58206 

2.61780 

1200.1 

114608 

383 

146689 

56181887 

19.5704  i  7.2622 

2.58320 

2.61097 

1203.2 

115209 

384 

147456 

56623104 

19.5959  1  7.2685 

2.58433 

2.60417 

1206.4 

115812 

385 

148225 

57066625 

19.6214 

7.2748 

2.58546 

2.59740 

1209.5 

116416 

386 

148996 

57512456 

19.6469 

7.2811 

2.58659 

2.59067 

1212.7 

117021 

387 

149769 

57960603 

19.6723 

7.2874 

2.58771 

2.58398 

1215.8 

117628 

388 

150544 

58411072 

19.6977 

7.2936  2.58883 

2.57732 

1218.9 

118237 

389 

151321 

58863869 

19.7231 

7.2999 

2.58995 

2.57069 

1222.1 

118847 

390 

152100 

59319000 

19.7484 

7.3061 

2.59106 

2.56410 

1225.2 

119459 

391 

152881 

59776471 

19.7737 

7.3124 

2.59218 

2.55754 

1228.4 

120072 

392 

153664  j  60236288  1  19.7990  7.3186 

2.59329 

2.55102 

1231.5 

120687 

393 

154449 

60698457 

19.8242  i  7.3248 

2.59439 

2.54453 

1234.6 

121304 

394 

155236 

61162984 

19.8494  !  7.3310 

2.59550 

2.53807 

1237.8 

121922 

395 

156025 

61629875 

19.8746  !  7.3372 

2.59660 

2.53165 

1240.9 

122542 

396 

156816  62099136 

19.8997  7.3434 

2.59770 

2.52525 

1244.1 

123163 

397 

157609  62570773 

19.9249  7.3496 

2.59879 

2.51889 

1247.2 

123786 

398 

158404 

63044792  i  19.9499  7.3558 

2.59988 

2.51256 

1250.4 

124410 

399 

159201 

63521199  19.9750  i  7.3619 

2.60097 

2.50627 

1253.5 

125036 

367 


CARNEGIE    STEEL    COMPANY 


FUNCTIONS  OF  NUMBERS  400  TO  449 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.=Diameter 

Circum. 

Area 

400 

160000 

64000000 

20.0000 

7.3681 

2.60206 

2.50000 

1256.6 

125664 

401 

160801 

64481201 

20.0250 

7.3742 

2.60314 

2.49377 

1259.8 

126293 

402 

161604 

64964808 

20.0499 

7.3803 

2.60423 

2.48756 

1262.9 

126923 

403 

162409 

65450827 

20.0749 

7.3864 

2.60531 

2.48139 

1266.1 

127556 

404 

163216 

65939264 

20.0998 

7.3925 

2.60638 

2.47525 

1269.2 

128190 

405 

164025 

66430125 

20.1246 

7.3986 

2.60746 

2.46914 

1272.3 

128825 

406 

164836 

66923416 

20.1494 

7.4047 

2.60853 

2.46305 

1275.5 

129462 

407 

165649 

67419143 

20.1742 

7.4108 

2.60959 

2.45700 

1278.6 

130100 

408 

166464 

67917312 

20.1990 

7.4169 

2.61066 

2.45098 

1281.8 

130741 

409 

167281 

68417929 

20.2237 

7.4229 

2.61172 

2.44499 

1284/9 

131382 

410 

168100 

68921000 

20.2485 

7.4290 

2.61278 

2.43902 

1288.1 

132025 

411 

168921 

69426531 

20.2731 

7.4350 

2.61384 

2.43309 

1291.2 

132670 

412 

169744 

69934528 

20.2978 

7.4410 

2.61490 

2.42718 

1294.3 

133317 

413 

170569 

70444997 

20.3224 

7.4470 

2.61595 

2.42131 

1297.5 

133965 

414 

171396 

70957944 

20.3470 

7.4530 

2.61700 

2.41546 

1300.6 

134614 

415 

172225 

71473375 

20.3715 

7.4590 

2.61805 

2.40964 

1303.8 

135265 

416 

173056 

71991296 

20.3961 

7.4650 

2.61909 

2.40385 

1306.9 

135918 

417 

173889 

72511713 

20.4206 

7.4710 

2.62014 

2.39808 

1310.0 

136572 

418 

174724 

73034632 

20.4450 

7.4770 

2.62118 

2.39234 

1313.2 

137228 

419 

175561 

73560059 

20.4695 

7.4829 

2.62221 

2.38663 

1316.3 

137885 

420 

176400 

74088000 

20.4939 

7.4889 

2.62325 

2.38095 

1319.5 

138544 

421 

177241 

74618461 

20.5183 

7.4948 

2.62428 

2.37530 

1322.6 

139205 

422 

178084 

75151448 

20.5426 

7.5007 

2.62531 

2.36967 

1325.8 

139867 

423 

178929 

75686967 

20.5670 

7.5067 

2.62634 

2.36407 

1328.9 

140531 

424 

179776 

76225024 

20.5913 

7.5126 

2.62737 

2.35849 

1332.0 

141196 

425 

180625 

76765625 

20.6155 

7.5185 

2.62839 

2.35294 

1335.2 

141863 

426 

181476 

77308776 

20.6398 

7.5244 

2.62941 

2.34742 

1338.3 

142531 

427 

182329 

77854483 

20.6640 

7.5302 

2.63043 

2.34192 

1341.5 

143201 

428 

183184 

78402752 

20.6882 

7.5361 

2.63144 

2.33645 

1344.6 

143872 

429 

184041 

78953589 

20.7123 

7.5420 

2.63246 

2.33100 

1347.7 

144545 

430 

184900 

79507000 

20.7364 

7.5478 

2.63347 

2.32558 

1350.9 

145220 

431 

185761 

80062991 

20.7605 

7.5537 

2.63448 

2.32019 

1354.0 

145896 

432 

186624 

80621568 

20.7846 

7.5595 

2.63548 

2.31481 

1357.2 

146574 

433 

187489 

81182737 

20.8087 

7.5654 

2.63649 

2.30947 

1360.3 

147254 

434 

188356 

81746504 

20.8327 

7.5712 

2.63749 

2.30415 

1363.5 

147934 

435 

189225 

82312875 

20.8567 

7.5770 

2.63849 

2.29885 

1366.6 

148617 

436 

190096 

82881856 

20.8806 

7.5828 

2.63949 

2.29358 

1369.7 

149301 

437 

190969 

83453453 

20.9045 

7.5886 

2.64048 

2.28833 

1372.9 

149987 

438 

191844 

84027672 

20.9284 

7.5944 

2.64147 

2.28311 

1376.0 

150674 

439 

192721 

84604519 

20.9523 

7.6001 

2.64246 

2.27790 

1379.2 

151363 

440 

193600 

85184000 

20.9762 

7.6059 

2.64345 

2.27273 

1382.3 

152053 

441 

194481 

85766121 

21.0000 

7.6117 

2.64444 

2.26757 

1385.4 

152745 

442 

195364 

86350888 

21.0238 

7.6174 

2.64542 

2.26244 

1388.6 

153439 

443 

196249 

86938307 

21.0476 

7.6232 

2.64640 

2.25734 

1391.7 

154134 

444 

197136 

87528384 

21.0713 

7.6289 

2.64738 

2.25225 

1394.9 

154830 

445 

198025 

88121125 

21.0950 

7.6346 

2.64836 

2.24719 

1398.0 

155528 

446 

198916 

88716536 

21.1187 

7.6403 

2.64933 

2.24215 

1401.2 

156228 

447   199809 

89314623 

21.1424 

7.6460 

2.65031 

2.23714 

1404.3 

156930 

448 

200704 

89915392 

21.1660 

7.6517 

2.65128 

2.23214 

1407.4 

157633 

449 

201601 

90518849 

21.1896 

7.6574 

2.65225 

2.22717 

1410.6 

158337 

368 


MATHEMATICAL  TABLES 


FUNCTIONS  OF  NUMBERS,  450  TO  499 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.  =  Diameter 

Circum. 

Area 

450 

202500 

91125000 

21.2132 

7.6631 

2.65321 

2.22222 

1413.7 

159043 

451 

203401 

91733851 

21.2368 

7.6688 

2.65418 

2.21729 

1416.9 

159751 

452 

204304 

92345408 

21.2603 

7.6744 

2.65514 

2.21239 

1420.0 

160460 

453 

205209 

92959677 

21.2838 

7.6801 

2.65610 

2.20751 

1423.1 

161171 

454 

206116 

93576664 

21.3073 

7.6857 

2.65706 

2.20264 

1426.3 

161883 

455 

207025 

94196375 

21.3307 

7.6914 

2.65801 

2.19780 

1429.4 

162597 

456 

207936 

94818816 

21.3542 

7.6970 

2.65896 

2.19298 

1432.6 

163313 

457 

208849 

95443993 

21.3776 

7.7026 

2.65992 

2.18818 

1435.7 

164030 

458 

209764 

96071912 

21.4009 

7.7082 

2.66087 

2.18341 

1438.8 

164748 

459 

210681 

96702579 

21.4243 

7.7138 

2.66181 

2.17865 

1442.0 

165468 

460  ^ 

211600 

97336000 

21.4476 

7.7194 

2.66276 

2.17391 

1445.1 

166190 

461 

212521 

97972181 

21.4709 

7.7250 

2.66370 

2.16920 

1448.3 

166914 

462 

213444 

98611128 

21.4942 

7.7306 

2.66464 

2.16450 

1451.4 

167639 

463 

214369 

99252847 

21.5174 

7.7362 

2.66558 

2.15983 

1454.6 

168365 

464 

215296 

99897344 

21.5407 

7.7418 

2.66652 

2.15517 

1457.7 

169093 

465 

216225 

100544625 

21.5639 

7.7473 

2.66745 

2.15054 

1460.8 

169823 

466 

217156 

101194696 

21.5870 

7.7529 

2.66839 

2.14592 

1464.0 

170554 

467 

218089 

101847563 

21.6102 

7.7584 

2.66932 

2.14133 

1467.1 

171287 

468 

219024 

102503232 

21.6333 

7.7639 

2.67025 

2.13675 

1470.3 

172021 

469 

219961 

103161709 

21.6564 

7.7695 

2.67117 

2.13220 

1473.4 

172757 

470 

220900 

103823000 

21.6795 

7.7750 

2.67210 

2.12766 

1476.5 

173494 

471 

221841 

104487111 

21.7025 

7.7805 

2.67302 

2.12314 

1479.7 

174234 

472 

222784 

105154048 

21.7256 

7.7860 

2.67394 

2.11864 

1482.8 

174974 

473 

223729 

105823817 

21.7486 

7.7915 

2.67486 

2.11416 

1486.0 

175716 

474 

224676 

106496424 

21.7715 

7.7970 

2.67578 

2.10970 

1489.1 

176460 

475 

225625 

107171875 

21.7945 

7.8025 

2.67669 

2.10526 

1492.3 

177205 

476 

226576 

107850176 

21.8174 

7.8079 

2.67761 

2.10084 

1495.4 

177952 

477 

227529 

108531333 

21.8403 

7.8134 

2.67852 

2.09644 

1498.5 

178701 

478 

228484 

109215352 

21.8632 

7.8188 

2.67943 

2.09205 

1501.7 

179451 

479 

229441 

109902239 

21.8861 

7.8243 

2.68034 

2.08768 

1504.8 

180203 

480 

230400 

110592000 

21.9089 

7.8297 

2.68124 

2.08333 

1508.0 

180956 

481 

231361 

111284641 

21.9317 

7.8352 

2.68215 

2.07900 

1511.1 

181711 

482 

232324 

111980168 

21.9545 

7.8406 

2.68305 

2.07469 

1514.2 

182467 

483 

233289 

112678587 

21.9773 

7.8460 

2.68395 

2.07039 

1517.4 

183225 

484 

234256 

113379904 

22.0000 

7.8514 

2.68485 

2.06612 

1520.5 

183984 

485 

235225 

114084125 

22.0227 

7.8568 

2.68574 

2.06186 

1523.7 

184745 

486 

236196 

114791256 

22.0454 

7.8622 

2.68664 

2.05761 

1526.8 

185508 

487 

237169 

115501303 

22.0681 

7.8676 

2.68753 

2.05339 

1530.0 

186272 

488 

238144 

116214272 

22.0907 

7.8730 

2.68842 

2.04918 

1533.1 

187038 

489 

239121 

116930169 

22.1133 

7.8784 

2.68931 

2.04499 

1536.2 

187805 

490 

240100 

117649000 

22.1359 

7.8837 

2.69020 

2.04082 

1539.4 

188574 

491 

241081 

118370771 

22.1585 

7.8891 

2.69108 

2.03666 

1542.5 

189345 

492 

242064 

119095488 

22.1811 

7.8944 

2.69197 

2.03252 

1545.7 

190117 

493 

243049 

119823157 

22.2036 

7.8998 

2.69285 

2.02840 

1548.8 

190890 

494 

244036 

120553784 

22.2261 

7.9051 

2.69373 

2.02429 

1551.9 

191665 

495 

245025 

121287375 

22.2486 

7.9105 

2.69461 

2.02020 

1555.1 

192442 

496 

246016 

122023936 

22.2711 

7.9158 

2.69548 

2.01613 

1558.2 

193221 

497 

247009 

122763473 

22.2935 

7.9211 

2.69636 

2.01207 

1561.4 

194000 

498 

248004 

123505992 

22.3159 

7.9264 

2.69723 

2.00803 

1564.5 

194782 

499 

249001 

124251499 

22.3383 

7.9317 

2.69810 

2.00401 

1567.7 

195565 

369 


CARNEGIE    STEEL    COMPANY 


FUNCTIONS  OF  NUMBERS  500  TO  549 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.  =  Diameter 

Circum. 

Area 

500 

250000 

125000000 

22.3607 

7.9370 

2.69897 

2.00000 

1570.8 

196350 

501 

251001 

125751501 

22.3830 

7.9423 

2.69984 

1.99601 

1573.9 

197136 

502 

252004 

126506008 

22.4054 

7.9476 

2.70070 

1.99203 

1577.1 

197923 

503 

253009 

127263527 

22.4277 

7.9528 

2.70157 

1.98807 

1580.2 

198713 

504 

254016 

128024064 

22.4499 

7.9581 

2.70243 

1.98413 

1583.4 

199504 

505 

255025 

128787625 

22.4722 

7.9634 

2.70329 

1.98020 

1586.5 

200296 

506 

256036 

129554216 

22.4944 

7.9686 

2.70415 

1.97628 

1589.6 

201090 

507 

257049 

130323843 

22.5167 

7.9739 

2.70501 

1.97239 

1592.8 

201886 

508 

258064 

131096512 

22.5389 

7.9791 

2.70586 

1.96850 

1595.9 

202683 

509 

259081 

131872229 

22.5610 

7.9843 

2.70672 

1.96464 

1599.1 

203482 

510 

260100 

132651000 

22.5832 

7.9896 

2.70757 

1.96078 

1602.2 

204282 

511 

261121 

133432831 

22.6053 

7.9948 

2.70842 

1.95695 

1605.4 

205084 

512 

262144 

134217728 

22.6274 

8.0000 

2.70927 

1.95312 

1608.5 

205887 

513 

263169 

135005697 

22.6495 

8.0052 

2.71012 

1.94932 

1611.6 

206692 

514 

264196 

135796744 

22.6716 

8.0104 

2.71096 

1.94553 

1614.8 

207499 

515 

265225 

136590875 

22.6936 

8.0156 

2.71181 

1.94175 

1617.9 

208307 

516 

266256 

137388096 

22.7156 

8.0208 

2.71265 

1.93798 

1621.1 

209117 

517 

267289 

138188413 

22.7376 

8.0260 

2.71349 

1.93424 

1624.2 

209928 

518 

268324 

138991832 

22.7596 

8.0311 

2.71433 

1.93050 

1627.3 

210741 

519 

269361 

139798359 

22.7816 

8.0363 

2.71517 

1.92678 

1630.5 

211556 

520 

270400 

140608000 

22.8035 

8.0415 

2.71600 

1.92308 

1633.6 

212372 

521 

271441 

141420761 

22.8254 

8.0466 

2.71684 

1.91939 

1636.8 

213189 

522 

272484 

142236648 

22.8473 

8.0517 

2.71767 

1.91571 

1639.9 

214008 

523 

273529 

143055667 

22.8692 

8.0569 

2.71850 

1.91205 

1643.1 

214829 

524 

274576 

143877824 

22.8910 

8.0620 

2.71933 

1.90840 

1646.2 

215651 

525 

275625 

144703125 

22.9129 

8.0671 

2.72016 

1.90476 

1649.3 

216475 

526 

276676 

145531576 

22.9347 

8.0723 

2.72099 

1.90114 

1652.5 

217301 

527 

277729 

146363183 

22.9565 

8.0774 

2.72181 

1.89753 

1655.6 

218128 

528 

278784 

147197952 

22.9783 

8.0825 

2.72263 

1.89394 

1658.8 

218956 

529 

279841 

148035889 

23.0000 

8.0876 

2.72346 

1.89036 

1661.9 

219787 

530 

280900 

148877000 

23.0217 

8.0927 

2.72428 

1.88679 

1665.0 

220618 

531 

281961 

149721291 

23.0434 

8.0978 

2.72509 

1.88324 

1668.2 

221452 

532 

283024 

150568768 

23.0651 

8.1028 

2.72591 

1.87970 

1671.3 

222287 

533 

284089 

151419437 

23.0868 

8.1079 

2.72673 

1.87617 

1674.5 

223123 

534 

285156 

152273304 

23.1084 

8.1130 

2.72754 

1.87266 

1677.6 

223961 

535 

286225 

153130375 

23.1301 

8.1180 

2.72835 

1.86916 

1680.8 

224801 

536 

287296 

153990656 

23.1517 

8.1231 

2.72916 

1.86567 

1683.9 

225642 

537 

288369 

154854153 

23.1733 

8.1281 

2.72997 

1.86220 

1687.0 

226484 

538 

289444 

155720872 

23.1948 

8.1332 

2.73078 

1.85874 

1690.2 

227329 

539 

290521 

156590819 

23.2164 

8.1382 

2.73159 

1.85529 

1693.3 

228175 

540 

291600 

157464000 

23.2379 

8.1433 

2.73239 

1.85185 

1696.5 

229022 

541 

292681 

158340421 

23.2594 

8.1483 

2.73320 

.84843 

1699.6 

229871 

542 

293764 

159220088 

23.2809 

8.1533 

2.73400 

.84502 

1702.7 

230722 

543 

294849 

160103007 

23.3024 

8.1583 

2.73480 

.84162 

1705.9 

231574 

544 

295936 

160989184 

23.3238 

8.1633 

2.73560 

.83824 

1709.0 

232428 

545 

297025 

161878625 

23.3452 

8.1683 

2.73640 

.83486 

1712.2 

233283 

546 

298116 

162771336 

23.3666 

8.1733 

2.73719 

.83150 

1715.3 

234140 

547 

299209 

163667323 

23.3880 

8.1783 

2.73799 

.82815 

1718.5 

234998 

548 

300304 

164566592 

23.4094 

8.1833 

2.73878 

.82482 

1721.6 

235858 

549 

301401 

165469149 

23.4307 

8.1882 

2.73957 

.82149 

1724.7 

236720 

370 


MATHEMATICAL  TABLES 


FUNCTIONS  OF  NUMBERS,  550  TO  599 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.=Diameter 

Circum. 

Area 

550 

302500 

166375000 

23.4521 

8.1932 

2.74036 

1.81818 

1727.9 

237583 

551 

303601 

167284151 

23.4734 

8.1982 

2.74115 

1.81488 

1731.0 

238448 

552 

304704 

168196608 

23.4947 

8.2031 

2.74194 

1.81159 

1734.2 

239314 

553 

305809 

169112377 

23.5160 

8.2081 

2.74273 

1.80832 

1737.3 

240182 

554 

306916 

170031464 

23.5372 

8.2130 

2.74351 

1.80505 

1740.4 

241051 

555 

308025 

170953875 

23.5584 

8.2180 

2.74429 

1.80180 

1743.6 

241922 

556 

309136 

171879616 

23.5797 

8.2229 

2.74507 

1.79856 

1746.7 

242795 

557 

310249 

172808693 

23.6008 

8.2278 

2.74586 

1.79533 

1749.9 

243669 

558 

311364 

173741112 

23.6220 

8.2327 

2.74663 

1.79211 

1753.0 

244545 

559 

312481 

174676879 

23.6432 

8.2377 

2.74741 

1.78891 

1756.2 

245422 

560 

313600 

175616000 

23.6643 

8.2426 

2.74819 

1.78571 

1759.3 

246301 

561 

314721 

176558481 

23.6854 

8.2475 

2.74896 

1.78253 

1762.4 

247181 

562 

315844 

177504328 

23.7065 

8.2524 

2.74974 

1.77936 

1765.6 

248063 

563 

316969 

178453547 

23.7276 

8.2573 

2.75051 

1.77620 

1768.7 

248947 

564, 

318096 

179406144 

23.7487 

8.2621 

2.75128 

1.77305 

1771.9 

249832 

565 

319225 

180362125 

23.7697 

8.2670 

2.75205 

1.76991 

1775.0 

250719 

566 

320356 

181321496 

23.7908 

8.2719 

2.75282 

1.76678 

1778.1 

251607 

567 

321489 

182284263 

23.8118 

8.2768 

2.75358 

1.76367 

1781.3 

252497 

568 

322624 

183250432 

23.8328 

8.2816 

2.75435 

1.76056 

1784.4 

253388 

569 

323761 

184220009 

23.8537 

8.2865 

2.75511 

1.75747 

1787.6 

254281 

570 

324900 

185193000 

23.8747 

8.2913 

2.75587 

1.75439 

1790.7 

255176 

571 

326041 

186169411 

23.8956 

8.2962 

2.75664 

1.75131 

1793.8 

256072 

572 

327184 

187149248 

23.9165 

8.3010 

2.75740 

1.74825 

1797.0 

256970 

573 

328329 

188132517 

23.9374 

8.3059 

2.75815 

1.74520 

1800.1 

257869 

574 

329476 

189119224 

23.9583 

8.3107 

2.75891 

1.74216 

1803.3 

258770 

575 

330625 

190109375 

23.9792 

8.3155 

2.75967 

1.73913 

1806.4 

259672 

576 

331776 

191102976 

24.0000 

8.3203 

2.76042 

1.73611 

1809.6  !  260576 

577 

332929 

192100033 

24.0208 

8.3251 

2.76118 

1.73310 

1812.7  261482 

578 

334084 

193100552 

24.0416 

8.3300 

2.76193 

1.73010 

1815.8  262389 

579 

335241 

194104539 

24.0624 

8.3348 

2.76268 

1.72712 

1819.0 

263298 

580 

336400 

195112000 

24.0832 

8.3396 

2.76343 

1.72414 

1822.1 

264208 

581 

337561 

196122941 

24.1039 

8.3443 

2.76418 

1.72117 

1825.3  265120 

582 

338724 

197137368 

24.1247 

8.3491 

2.76492 

1.71821 

1828.4  266033 

583 

339889 

198155287 

24.1454 

8.3539 

2.76567 

1.71527 

1831.6  266948 

584 

341056 

199176704 

24.1661 

8.3587 

2.76641 

1.71233 

1834.7  267865 

585 

342225 

200201625 

24.1868 

8.3634 

2.76716 

.70940 

1837.8  268783 

586 

343396 

201230056 

24.2074 

8.3682 

2.76790 

.70648 

1841.0  269703 

587 

344569 

202262003 

24.2281 

8.3730 

2.76864 

.70358 

1844.1  270624 

588 

345744 

203297472 

24.2487 

8.3777 

2.76938 

.70068 

1847.3 

271547 

589 

346921 

204336469 

24.2693 

8.3825 

2.77012 

.69779 

1850.4 

272471 

590 

348100 

205379000 

24.2899 

8.3872 

2.77085 

.69492 

1853.5 

273397 

591 

349281 

206425071 

24.3105 

8.3919 

2.77159 

.69205 

1856.7 

274325 

592 

350464 

207474688 

24.3311 

8.3967 

2.77232 

.68919 

1859.8 

275254 

593 

351649 

208527857 

24.3516 

8.4014 

2.77305 

.68634 

1863.0 

276184 

594 

352836 

209584584 

24.3721 

8.4061 

2.77379 

.68350 

1866.1 

277117 

595 

354025 

210644875 

24.3926 

8.4108 

2.77452 

.68067 

1869.2 

278051 

596 

355216 

211708736 

24.4131 

8.4155 

2.77525 

.67785 

1872.4 

278986 

597 

356409 

212776173 

24.4336 

8.4202 

2.77597 

.67504 

1875.5 

279923 

598 

357604 

213847192 

24.4540 

8.4249 

2.77670 

.67224 

1878.7 

280862 

599  J  358801  1  214921799 

24.4745 

8.4296 

2.77743 

.66945  1881.8 

281802 

371 


CARNEGIE    STEEL    COMPANY 


FUNCTIONS  OF  NUMBERS  600  TO  649 

Square 

Cubic 

1000 

No.=Diameter 

No. 

Square 

Cube 

Root 

Root 

Logarithm 

X 

Reciprocal 

Circum. 

Area 

600 

360000 

216000000 

24.4949 

8.4343 

2.77815 

1.66667 

1885.0 

282743 

601 

361201 

217081801 

24.5153 

8.4390 

2.77887 

1.66389 

1888.1 

283687 

602 

362404 

218167208 

24.5357 

8.4437 

2.77960 

1.66113 

1891.2 

284631 

603 

363609 

219256227 

24.5561 

8.4484 

2.78032 

1.65837 

1894.4 

285578 

604 

364816 

220348864 

24.5764 

8.4530 

2.78104 

1.65563 

1897.5 

286526 

605 

366025 

221445125 

24.5967 

8.4577 

2.78176 

1.65289 

1900.7 

287475 

606 

367236 

222545016 

24.6171 

8.4623 

2.78247 

1.65017 

1903.8 

288426 

607 

368449 

223648543 

24.6374 

8.4670 

2.78319 

1.64745 

1906.9 

289379 

608 

369664 

224755712 

24.6577 

8.4716 

2.78390 

1.64474 

1910.1 

290333 

609 

370881 

225866529 

24.6779 

8.4763 

2.78462 

1.64204 

1913.2 

291289 

610 

372100 

226981000 

24.6982 

8.4809 

2.78533 

1.63934 

1916.4 

292247 

611 

373321 

228099131 

24.7184 

8.4856 

2.78604 

1.63666 

1919.5 

293206 

612 

374544 

229220928 

24.7386 

8.4902 

2.78675 

1.63399 

1922.7 

294166 

613 

375769 

230346397 

24.7588 

8.4948 

2.78746 

1.63132 

1925.8 

295128 

614 

376996 

231475544 

24.7790 

8.4994 

2.78817 

1.62866 

1928.9 

296092 

615 

378225 

232608375 

24.7992 

8.5040 

2.78888 

1.62602 

1932.1 

297057 

616 

379456 

233744896 

24.8193 

8.5086 

2.78958 

1.62338 

1935.2 

298024 

617 

380689 

234885113 

24.8395 

8.5132 

2.79029 

1.62075 

1938.4 

298992 

618 

381924 

236029032 

24.8596 

8.5178 

2.79099 

1.61812 

1941.5 

299962 

619 

383161 

237176659 

24.8797 

8.5224 

2.79169 

1.61551 

1944.6 

300934 

620 

384400 

238328000 

24.8998 

8.5270 

2.79239 

1.61290 

1947.8 

301907 

621  385641 

239483061 

24.9199 

8.5316 

2.79309 

1.61031 

1950.9 

302882 

622  386884 

240641848 

24.9399 

8.5362 

2.79379 

1.60772 

1954.1 

303858 

623 

388129 

241804367 

24.9600 

8.5408 

2.79449 

1.60514 

1957.2 

304836 

624 

389376 

242970624 

24.9800 

8.5453 

2.79518 

1.60256 

1960.4 

305815 

625 

390625 

244140625 

25.0000 

8.5499 

2.79588 

1.60000 

1963.5 

306796 

626 

391876 

245314376 

25.0200 

8.5544 

2.79657 

1.59744 

1966.6 

307779 

627 

393129 

246491883 

25.0400 

8.5590 

2.79727 

1.59490 

1969.8 

308763 

628 

394384 

247673152 

25.0599 

8.5635 

2.79796 

1.59236 

1972.9 

309748 

629 

395641 

248858189 

25.0799 

8.5681 

2.79865 

1.58983 

1976.1 

310736 

630 

396900 

250047000 

25.0998 

8.5726 

2.79934 

1.58730 

1979.2 

311725 

631 

398161 

251239591 

25.1197 

8.5772 

2.80003 

1.58479 

1982.3 

312715 

632 

399424 

252435968 

25.1396 

8.5817 

2.80072 

1.58228 

1985.5 

313707 

633 

400689 

253636137 

25.1595 

8.5862 

2.80140 

1.57978 

1988.6 

314700 

634 

401956 

254840104 

25.1794 

8.5907 

2.80209 

1.57729 

1991,8 

315696 

635 

403225 

256047875 

25.1992 

8.5952 

2.80277 

1.57480 

1994.9 

316692 

636 

404496 

257259456 

25.2190 

8.5997 

2.80346 

1.57233 

1998.1 

317690 

637 

405769 

258474853 

25.2389 

8.6043 

2.80414 

1.56986 

2001.2 

318690 

638 

407044 

259694072 

25.2587 

8.6088 

2.80482 

1.56740 

2004.3 

319692 

639 

408321 

260917119 

25.2784 

8.6132 

2.80550 

1.56495 

2007.5 

320695 

640 

409600 

262144000 

25.2982 

8.6177 

2.80618 

1.56250 

2010.6 

321699 

641 

410881 

263374721 

25.3180 

8.6222 

2.80686 

1.56006 

2013.8 

322705 

642 

412164 

264609288 

25.3377 

8.6267 

2.80754 

1.55763 

2016.9 

323713 

643 

413449 

265847707 

25.3574 

8.6312 

2.80821 

1.55521 

2020.0 

324722 

644 

414736 

267089984 

25.3772 

8.6357 

2.80889 

1.55280 

2023.2 

325733 

645 

416025 

268336125 

25.3969 

8.6401 

2.80956 

1.55039 

2026.3 

326745 

646 

417316 

269586136 

25.4165 

8.6446 

2.81023 

1.54799 

2029.5 

327759 

647 

418609 

270840023 

25.4362 

8.6490 

2.81090 

1.54560 

2032.6 

328775 

648 

419904 

272097792 

25.4558 

8.6535 

2.81158 

1.54321 

2035.8 

329792 

649 

421201 

273359449 

25.4755 

8.6579 

2.81224 

1.54083 

2038.9 

330810 

372 


MATHEMATICAL  TABLES 


FUNCTIONS  OF  NUMBERS,  650  TO  699 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.=Diameter 

Circum. 

Area 

650 

422500 

274625000 

25.4951 

8.6624 

2.81291 

1.53846 

2042.0 

331831 

651 

423801 

275894451 

25.5147 

8.6668 

2.81358 

.53610 

2045.2 

332853 

652 

425104 

277167808 

25.5343 

8.6713 

2.81425 

.53374 

2048.3 

333876 

653 

426409 

278445077 

25.5539 

8.6757 

2.81491 

1.53139 

2051.5 

334901 

654 

427716 

279726264 

25.5734 

8.6801 

2.81558 

1.52905 

2054.6 

335927 

655 

429025 

281011375 

25.5930 

8.6845 

2.81624 

1.52672 

2057.7 

336955 

656 

430336 

282300416 

25.6125 

8.6890 

2.81690 

.52439 

2060.9 

337985 

657 

431649 

283593393 

25.6320 

8.6934 

2.81757 

.52207 

2064.0 

339016 

658 

432964 

284890312 

25.6515 

8.6978 

2.81823 

.51976 

2067.2 

340049 

659 

434281 

286191179 

25.6710 

8.7022 

2.81889 

1.51745 

2070.3 

341084 

660 

435600 

287496000 

25.6905 

8.7066 

2.81954 

1.51515 

2073.5 

342119 

661 

4.36921 

288804781 

25.7099 

8.7110 

2.82020 

1.51286 

2076.6 

343157 

662 

438244 

290117528 

25.7294 

8.7154 

2.82086 

1.51057 

2079.7 

344196 

663 

439569 

291434247 

25.7488 

8.7198 

2.82151 

1.50830 

2082.9 

345237 

664 

440896 

292754944 

25.7682 

8.7241 

2.82217 

1.50602 

2086.0 

346279 

665 

442225 

294079625 

25.7876 

8.7285 

2.82282 

1.50376 

2089.2 

347323 

666 

443556 

295408296 

25.8070 

8.7329 

2.82347 

1.50150 

2092.3 

348368 

667 

444889 

296740963 

25.8263 

8.7373 

2.82413 

1.49925 

2095.4 

349415 

668 

446224 

298077632 

25.8457 

8.7416 

2.82478 

1.49701 

2098.6 

350464 

669 

447561 

299418309 

25.8650 

8.7460 

2.82543 

1.49477 

2101.7 

351514 

670 

448900 

300763000 

25.8844 

8.7503 

2.82607 

1.49254 

2104.9 

352565 

671 

450241 

302111711 

25.9037 

8.7547 

2.82672 

1.49031 

2108.0 

353618 

672 

451584 

303464448 

25.9230 

8.7590 

2.82737 

1.48810 

2111.2 

354673 

673 

452929 

304821217 

25.9422 

8.7634 

2.82082 

1.48588 

2114.3 

355730 

674 

454276 

306182024 

25.9615 

8.7677 

2.82866 

1.48368 

2117.4 

356788 

675 

455625 

307546875 

25.9808 

8.7721 

2.82930 

1.48148 

2120.6 

357847 

676 

456976 

308915776 

26.0000 

8.7764 

2.82995 

1.47929 

2123.7 

358908 

677 

458329 

310288733 

26.0192 

8.7807 

2.83059 

1.47710 

2126.9 

359971 

678 

459684 

311665752 

26.0384 

8.7850 

2.83123 

1.47493 

2130.0 

361035 

679 

461041 

313046839 

26.0576 

8.7893 

2.83187 

1.47275 

2133.1 

362101 

680 

462400 

314432000 

26.0768 

8.7937 

2.83251 

1.47059 

2136.3 

363168 

681 

463761 

315821241 

26.0960 

8.7980 

2.83315 

1.46843 

2139.4 

364237 

682 

465124 

317214568 

26.1151 

8.8023 

2.83378 

1.46628 

2142.6 

365308 

683 

466489 

318611987 

26.1343 

8.8066 

2.83442 

1.46413 

2145.7 

366380 

684 

467856 

320013504 

26.1534 

8.8109 

2.83506 

1.46199 

2148.8 

367453 

685 

469225 

321419125 

26.1725 

8.8152 

2.83569 

1.45985 

2152.0 

368528 

686 

470596 

322828856 

26.1916 

8.8194 

2.83632 

1.45773 

2155.1 

369605 

687 

471969 

324242703 

26.2107 

8.8237 

2.83696 

1.45560 

2158.3 

370684 

688 

473344 

325660672 

26.2298 

8.8280 

2.83759 

1.45349 

2161.4 

371764 

689 

474721 

327082769 

26.2488 

8.8323 

2.83822 

1.45138 

2164.6 

372845 

690 

476100 

328509000 

26.2679 

8.8366 

2.83885 

1.44928 

2167.7 

373928 

691 

477481 

329939371 

26.2869 

8.8408 

2.83948 

1.44718 

2170.8 

375013 

692 

478864 

331373888 

26.3059 

8.8451 

2.84011 

1.44509 

2174.0 

376099 

693 

480249 

332812557 

26.3249 

8.8493 

2.84073 

1.44300 

2177.1 

377187 

694 

481636 

334255384 

26.3439 

8.8536 

2.84136 

1.44092 

2180.3 

378276 

695 

483025 

335702375 

26.3629 

8.8578 

2.84198 

1.43885 

2183.4 

379367 

696 

484416 

337153536 

26.3818 

8.8621 

2.84261 

1.43678 

2186.5 

380459 

697 

485809 

338608873 

26.4008 

8.8663 

2.84323 

1.43472 

2189.7 

381553 

698 

487204 

340068392 

26.4197 

8.8706 

2.84386 

1.43266 

2192.8 

382649 

699 

488601 

341532099 

26.4386 

8.8748 

2.84448 

1.43062 

2196.0 

383746 

373 


CARNEGIE    STEEL    COMPANY 


FUNCTIONS  OF  NUMBERS,  700  TO  749 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.=Diameter 

Circum. 

Area 

700 

490000 

343000000 

26.4575 

8.8790 

2.84510 

1.42857 

2199.1 

384845 

701 

491401 

344472101 

26.4764 

8.8833 

2.84572 

1.42653 

2202.3 

385945 

702 

492804 

345948408 

26.4953 

8.8875 

2.84634 

1.42450 

2205.4 

387047 

703 

494209 

347428927 

26.5141 

8.8917 

2.84696 

1.42248 

2208.5 

388151 

704 

495616 

348913664 

26.5330 

8.8959 

2.84757 

.42045 

2211.7 

389256 

705 

497025 

350402625 

26.5518 

8.9001 

2.84819 

.41844 

2214.8 

390363 

706 

498436 

351895816 

26.5707 

8.9043 

2.84880 

.41643 

2218.0 

391471 

707 

499849 

353393243 

26.5895 

8.9085 

2.84942 

.41443 

2221.1 

392580 

708 

501264 

354894912 

26.6083 

8.9127 

2.85003 

.41243 

2224.2 

393692 

709 

502681 

356400829 

26.6271 

8.9169 

2.85065 

.41044 

2227.4 

394805 

710 

504100 

357911000 

26.6458 

8.9211 

2.85126 

1.40845 

2230.5 

395919 

711 

505521 

359425431 

26.6646 

8.9253 

2.85187 

1.40647 

2233.7 

397035 

712 

506944 

360944128 

26.6833 

8.9295 

2.85248 

1.40449 

2236.8 

398153 

713 

508369 

362467097 

26.7021 

8.9337 

2.85309 

1.40252 

2240.0 

399272 

714 

509796 

363994344 

26.7208 

8.9378 

2.85370 

1.40056 

2243.1 

400393 

715 

511225 

365525875 

26.7395 

8.9420 

2.85431 

1.39860 

2246.2 

401515 

716 

512656 

367061696 

26.7582 

8.9462 

2.85491 

1.39665 

2249.4 

402639 

717 

514089 

368601813 

26.7769 

8.9503 

2.85552 

1.39470 

2252.5 

403765 

718 

515524 

370146232 

26.7955 

8.9545 

2.85612 

1.39276 

2255.7 

404892 

719 

516961 

371694959 

26.8142 

8.9587 

2.85673 

1.39082 

2258.8 

406020 

720 

518400 

373248000 

26.8328 

8.9628 

2.85733 

1.38889 

2261.9 

407150 

721 

519841 

374805361 

26.8514 

8.9670 

2.85794 

1.38696 

2265.1 

408282 

722 

521284 

376367048 

26.8701 

8.9711 

2.85854 

1.38504 

2268.2 

409415 

723 

522729 

377933067 

26.8887 

8.9752 

2.85914 

1.38313 

2271.4 

410550 

724 

524176 

379503424 

26.9072 

8.9794 

2.85974 

1.38122 

2274.5 

411687 

725 

525625 

381078125 

26.9258 

8.9835 

2.86034 

1.37931 

2277.7 

412825 

726 

527076 

382657176 

26.9444 

8.9876 

2.86094 

1.37741 

2280.8 

413965 

727 

528529 

384240583 

26.9629 

8.9918 

2.86153 

1.37552 

2283.9 

415106 

728 

529984 

385828352 

26.9815 

8.9959 

2.86213 

1.37363 

2287.1 

416248 

729 

531441 

387420489 

27.0000 

9.0000 

2.86273 

1.37174 

2290.2 

417393 

730 

532900 

389017000 

27.0185 

9.0041 

2.86332 

.36986 

2293.4 

418539 

731 

534361 

390617891 

27.0370 

9.0082 

2.86392 

.36799 

2296.5 

419686 

732 

535824 

392223168 

27.0555 

9.0123 

2.86451 

.36612 

2299\6 

420835 

733 

537289 

393832837 

27.0740 

9.0164 

2.86510 

.36426 

2302.8 

421986 

734 

538756 

395446904 

27.0924 

9.0205 

2.86570 

.36240 

2305.9 

423138 

735 

540225 

397065375 

27.1109 

9.0246 

2.86629 

.36054 

2309.1 

424293 

736 

541696 

398688256 

27.1293 

9.0287 

2.86688 

.35870 

2312.2 

425447 

737 

543169 

400315553 

27.1477 

9.0328 

2.86747 

.35685 

2315.4 

426604 

738 

544644 

401947272 

27.1662 

9.0369 

2.86806 

.35501 

2318.5 

427762 

739 

546121 

403583419 

27.1846 

9.0410 

2.86864 

.35318 

2321.6 

428922 

740 

547600 

405224000 

27.2029 

9.0450 

2.86923 

.35135 

2324.8 

430084 

741 

549081 

406869021 

27.2213 

9.0491 

2.86982 

.34953 

2327.9 

431247 

742 

550564 

408518488 

27.2397 

9.0532 

2.87040 

.34771 

2331.1 

432412 

743 

552049 

410172407 

27.2580 

9.0572 

2.87099 

.34590 

2334.2 

433578 

744 

553536 

411830784 

27.2764 

9.0613 

2.87157 

.34409 

2337.3 

434746 

745 

555025 

413493625 

27.2947 

9.0654 

2.87216 

.34228 

2340.5 

435916 

746 

556516 

415160936 

27.3130 

9.0694 

2.87274 

.34048 

2343.6 

437087 

747 

558009 

416832723 

27.3313 

0.0735 

2.87332 

.33869 

2346.8 

438259 

748 

559504 

418508992 

27.3496 

9.0775 

2.87390 

.33690 

2349.9 

439433 

749 

561001 

420189749 

27.3679 

9.0816 

2.87448 

1.33511 

2353.1 

440609 

374 


MATHEMATICAL  TABLES 


FUNCTIONS  OF  NUMBERS,  750  TO  799 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.=Diameter 

Circum. 

Area 

750 

562500 

421875000 

27.3861 

9.0856 

2.87506 

1.33333 

2356.2 

441786 

751 

564001 

423564751 

27.4044 

9.0896 

2.87564 

1.33156 

2359.3 

442965 

752 

565504 

425259008 

27.4226 

9.0937 

2.87622 

1.32979 

2362.5 

444146 

753 

567009 

426957777 

27.4408 

9.0977 

2.87680 

1.32802 

2365.6 

445328 

754 

568516 

428661064 

27.4591 

9.1017 

2.87737 

1.32626 

2368.8 

446511 

755- 

570025 

430368875 

27.4773 

9.1057 

2.87795 

1.32450 

2371.9 

447697 

756 

571536 

432081216 

27.4955 

9.1098 

2.87852 

1.32275 

2375.0 

448883 

757 

573049 

433798093 

27.5136 

9.1138 

2.87910 

1.32100 

2378.2 

450072 

758 

574564 

435519512 

27.5318 

9.1178 

2.87967 

1.31926 

2381.3 

451262 

759 

576081 

437245479 

27.5500 

9.1218 

2.88024 

1.31752 

2384.5 

452453 

760 

577600 

438976000 

27.5681 

9.1258 

2.88081 

1.31579 

2387.6 

453646 

761 

579121 

440711081 

27.5862 

9.1298 

2.88138 

.31406 

2390.8 

454841 

762 

580644 

442450728 

27.6043 

9.1338 

2.88196 

.31234 

2393.9 

456037 

763 

582169 

444194947 

27.6225 

9.1378 

2.88252 

.31062 

2397.0 

457234 

764 

583696 

445943744 

27.6405 

9.1418 

2.88309 

.30890 

2400.2 

458434 

765 

585225 

447697125 

27.6586 

9.1458 

2.88366 

.30719 

2403.3 

459635 

766 

586756 

449455096 

27.6767 

9.1498 

2.88423 

.30548 

2406.5 

460837 

767 

588289 

451217663 

27.6948 

9.1537 

2.88480 

1.30378 

2409.6 

462041 

768 

589824 

452984832 

27.7128 

9.1577 

2.88536 

1.30208 

2412.7 

463247 

769 

591361 

454756609 

27.7308 

9.1617 

2.88593 

1.30039 

2415.9 

464454 

770 

592900 

456533000 

27.7489 

9.1657 

2.88649 

1.29870 

2419.0 

465663 

771 

594441 

458314011 

27.7669 

9.1696 

2.88705 

1.29702 

2422.2 

466873 

772 

595984 

460099648 

27.7849 

9.1736 

2.88762 

1.29534 

2425.3 

468085 

773 

597529 

461889917 

27.8029 

9.1775 

2.88818 

1.29366 

2428.5 

469298 

774 

599076 

463684824 

27.8209 

9.1815 

2.88874 

1.29199 

2431.6 

470513 

775 

600625 

465484375 

27.8388 

9.1855 

2.88930 

.29032 

2434.7 

471730 

776 

602176 

467288576 

27.8568 

9.1894 

2.88986 

.28866 

2437.9 

472948 

777 

603729 

469097433 

27.8747 

9.1933 

2.89042 

.28700 

2441.0 

474168 

778 

605284 

470910952 

27.8927 

9.1973 

2.89098 

.28535 

2444.2 

475389 

779 

606841 

472729139 

27.9106 

9.2012 

2.89154 

.28370 

2447.3 

476612 

780 

608400 

474552000 

27.9285 

9.2052 

2.89209 

.28205 

2450.4 

477836 

781 

609961 

476379541 

27.9464 

9.2091 

2.89265 

1.28041 

2453.6 

479062 

782 

611524 

478211768 

27.9643 

9.2130 

2.89321 

.27877 

2456.7 

480290 

783 

613089 

480048687 

27.9821 

9.2170 

2.89376 

1.27714 

2459.9 

481519 

784 

614656 

481890304 

28.0000 

9.2209 

2.89432 

.27551 

2463.0 

482750 

785 

616225 

483736625 

28.0179 

9.2248 

2.89487 

.27389 

2466.2 

483982 

786 

617796 

485587656 

28.0357 

9.2287 

2.89542 

.27226 

2469.3 

485216 

787 

619369 

487443403 

28.0535 

9.2326 

2.89597 

.27065 

2472.4 

48C451 

788 

620944 

489303872 

28.0713 

9.2365 

2.89653 

.26904 

2475.6 

487688 

789 

622521 

491169069 

28.0891 

9.2404 

2.89708 

.26743 

2478.7 

488927 

790 

624100 

493039000 

28.1069 

9.2443 

2.89763 

.26582 

2481.9 

490167 

791 

625681 

494913671 

28.1247 

9.2482 

2.89818 

.26422 

2485.0 

491409 

792 

627264 

496793088 

28.1425 

9.2521 

2.89873 

.26263 

2488.1 

492652 

793 

628849 

498677257 

28.1603 

9.2560 

2.89927 

.26103 

2491.3 

493897 

794 

630436 

500566184 

28.1780 

9.2599 

2.89982 

.25945 

2494.4 

495143 

795 

632025 

502459875 

28.1957 

9.2638 

2.90037 

1.25786 

2497.6 

496391 

796 

633616 

504358336 

28.2135 

9.2677 

2.90091 

.25628 

2500.7 

497641 

797 

635209 

506261573 

23.2312 

9.2716 

2.90146 

.25471 

2503.8 

498892 

798 

636804 

508169592 

28.2489 

9.2754 

2.90200 

.25313 

2507.0 

500145 

799 

638401 

510082399 

28.2666 

9.2793 

2.90255 

.25156 

2510.1 

501399 

375 


CARNEGIE    STEEL    COMPANY 


FUNCTIONS  OF  NUMBERS,  800  TO  849 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.=Diameter 

Circum. 

Area 

800 

640000 

512000000 

28.2843 

9.2832 

2.90309 

1.25000 

2513.3 

502655 

801 

641601 

513922401 

28.3019 

9.2870 

2.90363 

1.24844 

2516.4 

503912 

802 

643204 

515849603 

28.3196 

9.2909 

2.90417 

1.24688 

2519.6 

505171 

803 

644809 

517781627 

28.3373 

9.2948 

2.90472 

1.24533 

2522.7 

506432 

804 

646416 

519718464 

28.3549 

9.2986 

2.90526 

1.24378 

2525.8 

507694 

805 

648025 

521660125 

28.3725 

9.3025 

2.90580 

1.24224 

2529.0 

508958 

806 

649636 

523606016 

28.3901 

9.3063 

2.90634 

1.24069 

2532.1 

510223 

807 

651249 

525557943 

28.4077 

9.3102 

2.90687 

1.23916 

2535.3 

511490 

808 

652864 

527514112 

28.4253 

9.3140 

2.90741 

1.23762 

2538.4 

512758 

809 

654481 

529475129 

28.4429 

9.3179 

2.90795 

1.23609 

2541.5 

514028 

810 

656100 

531441000 

28.4605 

9.3217 

2.90849 

1.23457 

2544.7 

515300 

811 

657721 

533411731 

28.4781 

9.3255 

2.90902 

1.23305 

2547.8 

516573 

812 

659344 

535387328 

28.4956 

9.3294 

2.90956 

1.23153 

2551.0 

517848 

813 

660969 

537367797 

28.5132 

9.3332 

2.91009 

1.23001 

2554.1 

519124 

814 

662596 

539353144 

28.5307 

9.3370 

2.91062 

1.22850 

2557.3 

520402 

815 

664225 

541343375 

28.5482 

9.3408 

2.91116 

1.22699 

2560.4 

521681 

816 

665856 

543338496 

28.5657 

9.3447 

2.91169- 

1.22549 

2563.5 

522962 

817 

667489 

545338513 

28.5832 

9.3485 

2.91222 

.22399 

2566.7 

524245 

818 

669124 

547343432 

28.6007 

9.3523 

2.91275 

.22249 

2569.8 

525529 

819 

670761 

549353259 

28.6182 

9.3561 

2.91328 

.22100 

2573.0 

526814 

820 

672400 

551368000 

28.6356 

9.3599 

2.91381 

.21951 

2576.1 

528102 

821 

674041 

553387661 

28.6531 

9.3637 

2.91434 

.21803 

2579.2 

529391 

822 

675684 

555412248 

28.6705 

9.3675 

2.91487 

.21655 

2582.4 

530681 

823 

677329 

557441767 

28.6880 

9.3713 

2.91540 

.21507 

2585.5 

531973 

824 

678976 

559476224 

28.7054 

9.3751 

2.91593 

1.21359 

2588.7 

533267 

825 

680625 

561515625 

28.7228 

9.3789 

2.91645 

1.21212 

2591.8 

534562 

826 

682276 

563559976 

28.7402 

9.3827 

2.91698 

1.21065 

2595.0 

535858 

827 

683929 

565609283 

28.7576 

93865 

2.91751 

1.20919 

2598.1 

537157 

828 

685584 

567663552 

28.7750 

9.3902 

2.91803 

1.20773 

2601.2 

538456 

829 

687241 

569722789 

28.7924 

9.3940 

2.91855 

1.20627 

2604.4 

539758 

830 

688900 

571787000 

28.8097 

9.3978 

2.91908 

1.20482 

2607.5 

541061 

831 

690561 

573856191 

28.8271 

9.4016 

2.91960 

1.20337 

2610.7 

542365 

832 

692224 

575930368 

28.8444 

9.4053 

2.92012 

1.20192 

2613.8 

543671 

833 

693889 

578009537 

28.8617 

9.4091 

2.92065 

1.20048 

2616.9 

544979 

834 

695556 

580093704 

28.8791 

9.4129 

2.92117 

1.19904 

2620.1 

546288 

835 

697225 

582182875 

28.8964 

9.4166 

2.92169 

1.19760 

2623.2 

547599 

836 

698896 

584277056 

28.9137 

9.4204 

2.92221 

1.19617 

2626.4 

548912 

837 

700569 

586376253 

28.9310 

9.4241 

2.92273 

1.19474 

2629.5 

550226 

838 

702244 

588480472 

28.9482 

9.4279 

2.92324 

1.19332 

2632.7 

551541 

839 

703921 

590589719 

28.9655 

9.4316 

2.92376 

1.19190 

2635.8 

552858 

840 

705600 

592704000 

28.9828 

9.4354 

2.92428 

1.19048 

2638.9 

554177 

841 

707281 

594823321 

29.0000 

9.4391 

2.92480 

1.18906 

2642.1 

555497 

842 

708964 

596947688 

29.0172 

9.4429 

2.92531 

1.18765 

2645.2 

556819 

843 

710649 

599077107 

29.0345 

9.4466 

2.92583 

1.18624 

2648.4 

558142 

844 

712336 

601211584 

29.0517 

9.4503 

2.92634 

1.18483 

2651.5 

559467 

845 

714025 

603351125 

29.0689 

9.4541 

2.92686 

1.18343 

2654.6 

560794 

846 

715716 

605495736 

29.0861 

9.4578 

2.92737 

1.18203 

2657.8 

562122 

847 

717409 

607645423 

29.1033 

9.4615 

2.92788 

1.18064 

2660.9 

563452 

848 

719104 

609800192 

29.1204 

9.4652 

2.92840 

1.17925 

2664.1 

564783 

849 

720801 

611960049 

29.1376 

9.4690 

2.92891 

1.17786 

2667.2 

566116 

376 


MATHEMATICAL  TABLES 


FUNCTIONS  OF  NUMBERS,  850  TO  899 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.  =  Diameter 

Circum. 

Area 

850 

722500 

614125000 

29.1548 

9.4727 

2.92942 

1.17647 

2670.4 

567450 

851 

724201 

616295051 

29.1719 

9.4764 

2.92993 

1.17509 

2673.5 

•568786 

852 

725904 

618470208 

29.1890 

9.4801 

2.93044 

1.17371 

2676.6 

570124 

853 

727609 

620650477 

29.2062 

9.4838 

2.93095 

1.17233 

2679.8 

571463 

854 

729316 

622835864 

29.2233 

9.4875 

2.93146 

.17096 

2682.9 

572803 

855 

731025 

625026375 

29.2404 

9.4912 

2.93197 

.16959 

2686.1 

574146 

856 

732736 

627222016 

29.2575 

9.4949 

2.93247 

.16822 

2689.2 

575490 

857 

734449 

629422793 

29.2746 

9.4986 

2.93298 

.16686 

2692.3 

576835 

858 

736164 

631628712 

29.2916 

9.5023 

2.93349 

.16550 

2695.5 

578182 

859 

737881 

633839779 

29.3087 

9.5060 

2.93399 

.16414 

2698.6 

579530 

860 

739600 

636056000 

29.3258 

9.5097 

2.93450 

.16279 

2701.8 

580880 

861 

741321 

638277381 

29.3428 

9.5134 

2.93500 

.16144 

2704.9 

582232 

862 

743044 

640503928 

29.3598 

9.5171 

2.93551 

.16009 

2708.1 

583585 

863 

744769 

642735647 

29.3769 

9.5207 

2.93601 

.15875 

2711.2 

584940 

864 

746496 

644972544 

29.3939 

9.5244 

2.93651 

.15741 

2714.3 

586297 

865 

748225 

647214625 

29.4109 

9.5281 

2.93702 

.15607 

2717.5 

587655 

866 

749956 

649461896 

29.4279 

9.5317 

2.93752 

.15473 

2720.6 

589014 

867 

751689 

651714363 

'29.4449 

9.5354 

2.93802 

.15340 

2723.8 

590375 

868 

753424 

653972032 

29.4618 

9.5391 

2.93852 

.15207 

2726.9 

591738 

869 

755161 

656234909 

29.4788 

9.5427 

2.93902 

.15075 

2730.0 

593102 

870 

756900 

658503000 

29.4958 

9.5464 

2.93952 

.14943 

2733.2 

594468 

871 

758641 

660776311 

29.5127 

9.5501 

2.94002 

.14811 

2736.3 

595835 

872 

760384 

663054848 

29.5296 

9.5537 

2.94052 

.14679 

2739.5 

597204 

873 

762129 

665338617 

29.5466 

9.5574 

2.94101 

.14548 

2742.6 

598575 

874 

763876  667627624 

29.5635 

9.5610 

2.94151 

.14416 

2745.8 

599947 

875 

765625 

669921875 

29.5804 

9.5647 

2.94201 

.14286 

2748.9 

601320 

876 

767376 

672221376 

29.5973 

9.5683 

2.94250 

.14155 

2752.0 

602696 

877 

769129 

674526133 

29.6142 

9.5719 

2.94300 

.14025 

2755.2 

604073 

878 

770884 

676836152 

29.6311 

9.5756 

2.94349 

.13895 

2758.3 

605451 

879 

772641 

679151439 

29.6479 

9.5792 

2.94399 

.13766 

2761.5 

606831 

880 

774400 

681472000 

29.6648 

9.5828 

2.94448 

.13636 

2764.6 

608212 

881 

776161 

683797841 

29.6816 

9.5865 

2.94498 

.13507 

2767.7 

609595 

882 

777924 

686128968 

29.6985 

9.5901 

2,94547 

.13379 

2770.9 

610980 

883 

779689 

688465387 

29.7153 

9.5937 

2.94596 

.13250 

2774.0 

612366 

884 

781456 

690807104 

29.7321 

9.5973 

2.94645 

.13122 

2777.2 

613754 

885 

783225 

693154125 

29.7489 

9.6010 

2.94694 

.12994 

2780.3 

615143 

886 

784996  695506456 

29.7658 

9.6046 

2.94743 

.12867 

2783.5 

616534 

887 

786769 

697864103 

29.7825 

9.6082 

2.94792 

.12740 

2786.6 

617927 

888 

788544 

700227072 

29.7993 

9.6118 

2.94841 

.12613 

2789.7 

619321 

889 

790321 

702595369 

29.8161 

8.6154 

2.94890 

.12486 

2792.9 

620717 

890 

792100 

704969000 

29.8329 

9.6190 

2.94939 

.12360 

2796.0 

622114 

891 

793881 

707347971 

29.8496 

9.6226 

2.94988 

.12233 

2799.2 

623513 

892 

795664 

709732288 

29.8664 

9.6262 

2.95036 

.12108 

2802.3 

624913 

893 

797449 

712121957 

29.8831 

9.6298 

2.95085 

.11982 

2805.4 

626315 

894 

799236 

714516984 

29.8998 

9.6334 

2.95134 

.11857 

2808.6 

627718 

895 

801025 

716917375 

29.9166 

9.6370 

2.95182 

.11732 

2811.7 

629124 

896 

802816 

719323136 

29.9333 

9.6406 

2.95231 

.11607 

2814.9 

630530 

897 

804609 

721734273 

29.9500 

9.6442 

2.95279 

.11483 

2818.0 

631938 

898 

806404 

724150792 

29.9666 

9.6477 

2.95328 

.11359 

2821.2 

633348 

899 

808201 

726572699 

29.9833 

9.6513 

2.95376 

.11235  1  2824.3 

634760 

377 


CARNEGIE    STEEL    COMPANY 


FUNCTIONS  OF  NUMBERS,  900  TO  949 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.=Diameter 

Circum. 

Area 

900 

810000 

729000000 

30.0000 

9.6549 

2.95424 

1.11111 

2827.4 

636173 

901 

811801 

731432701 

30.0167 

9.6585 

2.95472 

1.10988 

2830.6 

637587 

902 

813604 

733870808 

30.0333 

9.6620 

2.95521 

1.10865 

2833.7 

639003 

903 

815409 

736314327 

30.0500 

9.6656 

2.95569 

1.10742 

2836.9 

640421 

904 

817216 

738763264 

30.0666 

9.6692 

2.95617 

1.10619 

2840.0 

641840 

905 

819025 

741217625 

30.0832 

9.0727 

2.95665 

1.10497 

2843.1 

643261 

906 

820836 

743677416 

30.0998 

9.6763 

2.95713 

1.10375 

2846.3 

644683 

907 

822649 

746142643 

30.1164 

9.6799 

2.95761 

1.10254 

2849.4 

646107 

908 

824464- 

748613312 

30.1330 

9.6834 

2.95809 

1.10132 

2852.6 

647533 

909 

826281 

751089429 

30.1496 

9.6870 

2.95856 

1.10011 

2855.7 

648960 

910 

828100 

753571000 

30.1662 

9.6905 

2.95904 

1.09890 

2858.8 

650388 

911 

829921 

756058031 

30.1828 

9.6941 

2.95952 

1.09769 

2862.0 

651818 

912 

831744 

758550528 

30.1993 

9.6976 

2.95999 

1.09649 

2865.1 

653250 

913 

833569 

761048497 

30.2159 

9.7012 

2.96047 

1.09529 

2868.3 

654684 

914 

835396 

763551944 

30.2324 

9.7047 

2.96095 

1.09409 

2871.4 

656118 

915 

837225 

766060875 

30.2490 

9.7082 

2.96142 

1.09290 

2874.6 

657555 

916 

839056 

768575296 

30.2655 

9.7118 

2.96190 

1.09170 

2877.7 

658993 

917 

840889 

771095213 

30.2820 

9.7153 

2.96237 

1.09051 

2880.8 

660433 

918 

842724 

773620632 

30.2985 

9.7188 

2.96284 

1.08932 

2884.0 

661874 

919 

844561 

776151559 

30.3150 

9.7224 

2.96332 

1.08814 

2887.1 

663317 

920 

846400 

778688000 

30.3315 

9.7259 

2.96379 

1.08696 

2890.3 

664761 

921 

848241 

781229961 

30.3480 

9.7294 

2.96426 

1.08578 

2893.4 

666207 

922 

850084 

783777448 

30.3645 

9.7329 

2.96473 

1.08460 

2896.5 

667654 

923 

851929 

786330467 

30.3809 

9.7364 

2.96520 

1.08342 

2899.7 

669103 

924 

853776 

788889024 

30.3974 

9.7400 

2.96567 

1.08225 

2902.8 

670554 

925 

855625 

791453125 

30.4138 

9.7435 

2.96614 

1.08108 

2906.0 

672006 

926 

857476 

794022776 

30.4302 

9.7470 

2.96661 

1.07991 

2909.1 

673460 

927 

859329 

796597983 

30.4467 

9.7505 

2.96708 

1.07875 

2912.3 

674915 

928 

861184 

799178752 

30.4631 

9.7540 

2.96755 

1.07759 

2915.4 

676372 

929 

863041 

801765089 

30.4795 

9.7575 

2.96802 

1.07643 

2918.5 

677831 

930 

864900 

804357000 

30.4959 

9.7610 

2.96848 

1.07527 

2921.7 

679291 

931 

866761 

806954491 

30.5123 

9.7645 

2.96895 

1.07411 

29^4.8 

680752 

932 

868624 

809557568 

30.5287 

9.7680 

2.96942 

1.07296 

2928.0 

682216 

933 

870489 

812166237 

30.5450 

9.7715 

2.96988 

1.07181 

2931.1 

683680 

934 

872356 

814780504 

30.5614 

9.7750 

2.97035 

1.07066 

2934.2 

685147 

935 

874225 

817400375 

30.5778 

9.7785 

2.97081 

1.06952 

2937.4 

686615 

936 

876096 

820025856 

30.5941 

9.7819 

2.97128 

1.06838 

2940.5 

688084 

937 

877969 

822656953 

30.6105 

9.7854 

2.97174 

1.06724 

2943.7 

689555 

938 

879844 

825293672 

30.6268 

9.7889 

2.97220 

1.06610 

2946.8 

691028 

939 

881721 

827936019 

30.6431 

9.7924 

2.97267 

1.06496 

2950.0 

692502 

940 

883600 

830584000 

30.6594 

9.7959 

2.97313 

1.06383 

2953.1 

693978 

941 

885481 

833237621 

30.6757 

9.7993 

2.97359 

1.06270 

2956.2 

695455 

942 

887364 

835896888 

30.6920 

9.8028 

2.97405 

1.06157 

2959.4 

696934 

943 

889249 

838561807 

30.7083 

9.8063 

2.97451 

1.06045 

2962.5 

698415 

944 

891136 

841232384 

30.7246 

9.8097 

2.97497 

1.05932 

2965.7 

699897 

945 

893025 

843908625 

30.7409 

9.8132 

2.97543 

1.05820 

2968.8 

701380 

946 

894916 

846590536 

30.7571 

9.8167 

2.97589 

1.05708 

2971.9 

702865 

947 

896809 

849278123 

30.7734 

9.8201 

2.97635 

1.05597 

2975.1 

704352 

948 

898704 

851971392 

30.7896 

9.8236 

2.97681 

1.05485 

2978.2 

705840 

949 

900601 

854670349 

30.8058 

9.8270 

2.97727 

1.05374 

2981.4 

707330 

378 


MATHEMATICAL    TABLES 


FUNCTIONS  OF  NUMBERS,  950  TO  999 

No. 

Square 

Cube 

Square 
Root 

Cubic 
Root 

Logarithm 

1000 

X 

Reciprocal 

No.  =  Diameter 

Circum. 

Area 

950 

902500 

857375000 

30.8221 

9.8305 

2.97772 

.05263 

2984.5 

708822 

951 

904401 

860085351 

30.8383 

9.8339 

2.97818 

.05152 

2987.7 

710315 

952 

906304 

862801408 

30.8545 

9.8374 

2.97864 

.05042 

2990.8 

711809 

953 

908209 

865523177 

30.8707 

9.8408 

2.97909 

.04932 

2993.9 

713306 

954 

910116 

868250664 

30.8869 

9.8443 

2.97955 

.04822 

2997.1 

714803 

955 

912025 

870983875 

30.9031 

9.8477 

2.98000 

.04712 

3000.2 

716303 

956 

913936 

873722816 

30.9192 

9.8511 

2.98046 

.04603 

3003.4 

717804 

957 

915849 

876467493 

30.9354 

9.8546 

2.98091 

1.04493 

3006.5 

719306 

958 

917764 

879217912 

30.9516 

9.8580 

2.98137 

1.04384 

3009.6 

720810 

959 

919681 

881974079 

30.9677 

9.8614 

2.98182 

1.04275 

3012.8 

722316 

960 

921600 

884736000 

30.9839 

9.8648 

2.98227 

1.04167 

3015.9 

723823 

961 

923521 

887503681 

31.0000 

9.8683 

2.98272 

1.04058 

3019.1 

725332 

962 

925444 

890277128 

31.0161 

9.8717 

2.98318 

1.03950 

3022.2 

726842 

963 

927369 

893056347 

31.0322 

9.8751 

2.98363 

1.03842 

3025.4 

728354 

964 

929296 

895841344 

31.0483 

9.8785 

2.98408 

1.03734 

3028.5 

729867 

965 

931225 

898632125 

31.0644 

9.8819 

2.98453 

1.03627 

3031.6 

731382 

966 

933156 

901428696 

31.0805 

9.8854 

2.98498 

1.03520 

3034.8 

732899 

967 

935089 

904231063 

31.0966 

9.8888 

2.98543 

1.03413 

3037.9 

734417 

968 

937024 

907039232 

31.1127 

9.8922 

2.98588 

1.03306 

3041.1 

735937 

969 

938961 

909853209 

31.1288 

9.8956 

2.98632 

1.03199 

3044.2 

737458 

970 

940900 

912673000 

31.1448 

9.8990 

2.98677 

1.03093 

3047.3 

738981 

971  i  942841 

915498611 

31.1609 

9.9024 

2.98722 

1.02987 

3050.5 

740506 

972 

944784 

918330048 

31.1769 

9.9058 

2.98767 

.02881 

3053.6 

742032 

973 

946729 

921167317 

31.1929 

9.9092 

2.98811 

.02775 

3056.8 

743559 

974 

948676 

924010424 

31.2090 

9.9126 

2.98856 

.02669 

3059.9 

745088 

975 

950625 

926859375 

31.2250 

9.9160 

2.98900 

.02564 

3063.1 

746619 

976 

952576 

929714176 

31.2410 

9.9194 

2.98945 

.02459 

3066.2  748151 

977 

954529 

932574833 

31.2570 

9.9227 

2.98989 

.02354 

3069.3 

749685 

978 

956484 

935441352 

31.2730 

9.9261 

2.99034 

.02249 

3072.5 

751221 

979 

958441 

938313739 

31.2890 

9.9295 

2.99078 

.02145 

3075.6 

752758 

980 

960400 

941192000 

31.3050 

9.9329 

2.99123 

.02041 

3078.8 

754296 

981 

962361 

944076141 

31.3209 

9.9363 

2.99167 

.01937 

3081.9 

755837 

982 

964324 

946966168 

31.3369 

9.9396 

2.99211 

.01833 

3085.0 

757378 

983 

966289 

949862087 

31.3528 

9.9430 

2.99255 

.01729 

3088.2 

758922 

984 

968256 

952763904 

31.3688 

9.9464 

2.99300 

.01626 

3091.3 

760466 

985 

970225 

955671625 

31.3847 

9.9497 

2.99344 

1.01523 

3094.5 

762013 

986 

972196 

958585256 

31.4006 

9.9531 

2.99388 

1.01420 

3097.6 

763561 

987 

974169 

961504803 

31.4166 

9.9565 

2.99432 

1.01317 

3100.8 

765111 

988 

976144 

964430272 

31.4325 

9.9598 

2.99476 

1.01215 

3103.9 

766662 

989 

978121 

967361669 

31.4484 

9.9632 

2.99520 

1.01112 

3107.0 

768214 

990 

980100 

970299000 

31.4643 

9.9666 

2.99564 

.01010 

3110.2 

769769 

991 

982081 

973242271 

31.4802 

9.9699 

2.99607 

.00908 

3113.3 

771325 

992 

984064 

976191488 

31.4960 

9.9733 

2.99651 

.00806 

3116.5 

772882 

993 

986049 

979146657 

31.5119 

9.9766 

2.99695 

.00705 

3119.6 

774441 

994 

988036 

982107784 

31.5278 

9.9800 

2.99739 

.00604 

3122.7 

776002 

995  990025 

985074875 

31.5436 

9.9833 

2.99782 

.00503 

3125.9 

777564 

996  992016 

988047936 

31.5595 

9.9866 

2.99826 

.00402 

3129.0 

779128 

997  994009 

991026973 

31.5753 

9.9900 

2.99870 

.00301 

3132.2 

780693 

998  996004 

994011992 

31.5911  9.9933 

2.99913 

.00200 

3135.3 

782260 

999 

998001 

997002999  |  31.6070  9.9967  2.99957 

.00100 

3138.5 

783828 

379 


CARNEGIE    STEEL    COMPANY 


NATURAL  TRIGONOMETRIC  FUNCTIONS 

1 

SINES 

1 

1 

0' 

10' 

201     30'     40' 

50'      60' 

a 

1     "   ; 

0 

0.00000 

0.00291 

0.00582 

0.00873 

0.01164 

0.01454  0.01745 

89 

i 

0.01745 

0.02036 

0.02327 

0.02618 

0.02908 

0.03199  0.03490 

88 

2 

0.03490 

0.03781 

0.04071 

0.04362 

0.04653 

0.04943  0.05234 

87- 

3 

0.05234 

0.05524 

0.05814 

0.06105 

0.06395 

0.06685  '  0.06976 

86 

4 

0.06976 

0.07266 

0.07556 

0.07846 

0.08136 

0.08426 

0.08716 

85 

5 

0.08716 

0.09005 

0.09295 

0.09585 

0.09874 

0.10164 

0.10453 

84 

6 

0.10453 

0.10742 

0.11031 

0.11320 

0.11609 

0.11898 

0.12187 

83 

7 

0.12187 

0.12476 

0.12764 

0.13053 

0.13341 

0.13629 

0.13917 

82 

8 

0.13917 

0.14205 

0.14493 

0.14781 

0.15069 

0.15356 

0.15643 

81 

9 

0.15643 

0.15931 

0.16218 

0.16505 

0.16792 

0.17078 

0.17365 

80 

10 

0.17365 

0.17651 

0.17937 

0.18224 

0.18509 

0.18795 

0.19081 

79 

11 

0.19081 

0.19366 

0.19652 

0.19937 

0.20222 

0.20507 

0.20791 

78 

12 

0.20791 

0.21076 

0.21360 

0.21644 

0.21928 

0.22212 

0.22495 

77 

13 

0.22495 

0.22778 

0.23062 

0.23345 

0.23627 

0.23910 

0.24192 

76 

14 

0.24192 

0.24474 

0.24756 

0.25038 

0.25320 

0.25601 

0.25882 

75 

15 

0.25882 

0.26163 

0.26443 

0.26724 

0.27004 

0.27284 

0.27564 

74 

16 

0.27564 

0.27843 

0.28123 

0.28402 

0.28680 

0.28959 

0.29237 

73 

17 

0.29237 

0.29515 

0.29793 

0.30071 

0.30348 

0.30625 

0.30902 

72 

18 

0.30902 

0.31178 

0.31454 

0.31730 

0.32006 

0.32282 

0.32557 

71 

19 

0.32557 

0.32832 

0.33106 

0.33381 

0.33655 

0.33929 

0.34202 

70 

20 

0.34202 

0.34475 

0.34748 

0.35021 

0.35293 

0.35565 

0.35837 

69 

21 

0.35837 

0.36108 

0.36379 

0.36650 

0.36921 

0.37191 

0.37461 

68 

22 

0.37461 

0.37730 

0.37999 

0.38268 

0.38537 

0.38805 

0.39073. 

67 

23 

0.39073 

0.39341 

0.39608 

0.39875 

0.40142 

0.40408 

0.40674 

66 

24 

0.40674 

0.40939 

0.41204 

0.41469 

0.41734 

0.41998 

0.42262 

65 

25 

0.42262 

0.42525 

0.42788 

0.43051 

0.43313 

0.43575 

0.43837 

64 

26 

0.43837 

0.44098 

0.44359 

0.44620 

0.44880 

0.45140 

0.45399 

63 

27 

0.45399 

0.45658 

0.45917 

0.46175 

0.46433 

0.46690 

0.46947 

62 

28 

0.46947 

0.47204 

0.47460 

0.47716 

0.47971 

0.48226 

0.48481 

61 

29 

0.48481 

0.48735 

0.48989 

0.49242 

0.49495 

0.49748 

0.50000 

60 

30 

0.50000 

0.50252 

0.50503 

0.50754 

0.51004 

0.51254 

0.51504 

59 

31 

0.51504 

0.51753 

0.52002 

0.52250 

0.52498 

0.52745 

0.52992 

58 

32 

0.52992 

0.53238 

0.53484 

0.53730 

0.53975 

0.54220 

0.54464 

57 

33 

0.54464 

0.54708 

0.54951 

0.55194 

0.55436 

0.55678 

0.55919 

,56 

34 

0.55919 

0.56160 

0.56401 

0.56641 

0.56880 

0.57119 

0.57358 

55 

35 

0.57358 

0.57596 

0.57833 

0.58070 

0.58307 

0.58543 

0.58779 

54 

36 

0.58779 

0.59014 

0.59248 

0.59482 

0.59716 

0.59949 

0.60182 

53 

37 

0.60182 

0.60414 

0.60645 

0.60876 

0.61107 

0.61337 

0.61566 

52 

38 

0.61566 

0.61795 

0.62024 

0.62251 

0.62479 

0.62706 

0.62932 

51 

39 

0.62932 

0.63158 

0.63383 

0.63608 

0.63832 

0.64056 

0.64279 

50 

40 

0.64279 

0.64501 

0.64723 

0.64945 

0.65166 

0.65386 

0.65606 

49 

41 

0.65606 

0.65825 

0.66044 

0.66262 

0.66480 

0.66697 

0.66913 

48 

42 

0.66913 

0.67129 

0.67344 

0.67559 

0.67773 

0.67987 

0.68200 

47 

43 

0.68200 

0.68412 

0.68624 

0.68835 

0.69046 

0.69256 

0.69466 

46 

44 

0.69466 

0.69675 

0.69883 

0.70091 

0.70298 

0.70505 

0.70711 

45 

60' 

50' 

40' 

30' 

20' 

10' 

0' 

1 

g 

i 

COSINES 

I 

380 


MATHEMATICAL  TABLES 


NATURAL  TRIGONOMETRIC  FUNCTIONS 

I 

COSINES 

I 

$ 

0'      10' 

20'     30'     40'     50'     60' 

0 

i 

2 
3 
4 

1.00000 
0.99985 
0.99939 
0.99863 
0.99756 

1.00000 
0.99979 
0.99929 
0.99847 
0.99736 

0.99998 
0.99973 
0.99917 
0.99831 
0.99714 

0.99996 
0.99966 
0.99905 
0.99813 
0.99692 

0.99993 
0.99958 
0.99892 
0.99795 
0.99668 

0.99989 
0.99949 
0.99878 
0.99776 
0.99644 

0.99985 
0.99939 
0.99863 
0.99756 
0.99619 

89 

88 
87 
86 
85 

5 
6 

7 
8 
9 

0.99619 
0.99452 
0.99255 
0.99027 
0.98769 

0.99594 
0.99421 
0.99219 
0.98986 
0.98723 

0.99567 
0.99390 
0.99182 
0.98944 
0.98676 

0.99540 
0.99357 
0.99144 
0.98902 
0.98629 

0.99511 
0.99324 
0.99106 
0.98858 
0.98580 

0.99482 
0.99290 
0.99067 
0.98814 
0.98531 

0.99452 
0.99255 
0.99027 
0.98769 
0.98481 

84 
83 
82 
81 
80 

10 
11 
12 
13 
14 

0.98481 
0.98163 
0.97815 
0.97437 
0.97030 

0.98430 
0.98107 
0.97754 
0.97371 
0.96959 

0.98378 
0.98050 
0.97692 
0.97304 
0.96887 

0.98325 
0.97992 
0.97630 
0.97237 
0.96815 

0.98272 
0.97934 
0.97566 
0.97169 
0.96742 

0.98218 
0.97875 
0.97502 
0.97100 
0.96667 

0.98163 
0.97815 
0.97437 
0.97030 
0.96593 

79 
78 
77 
76 
75 

15 
16 
17 
18 
19 

0.96593 
0.96126 
0.95630 
0.95106 
0.94552 

0.96517 
0.96046 
0.95545 
0.95015 
0.94457 

0.96440 
0.95964 
0.95459 
0.94924 
0.94361 

0.96363 
0.95882 
0.95372 
0.94832 
0.94264 

0.96285 
0.95799 
0.95284 
0.94740 
0.94167 

0.96206 
0.95715 
0.95195 
0.94646 
0.94068 

0.96126 
0.95630 
0.95106 
0.94552 
0.93969 

74 
73 
72 
71 
70 

20 
21 
22 
23 
24 

0.93969 
0.93358 
0.92718 
0.92050 
0.91355 

0.93869 
0.93253 
0.92609 
0.91936 
0.91236 

0.93769 
0.93148 
0.92499 
0.91822 
0.91116 

0.93667 
0.93042 
0.92388 
0.91706 
0.90996 

0.93565 
0.92935 
0.92276 
0.91590 
0.90875 

0.93462 
0.92327 
0.92164 
0.91472 
0.90753 

0.93358 
0.92718 
0.92050 
0.91355 
0.90631 

69 
68 
67 
66 
65 

25 
26 
27 
28 
29 

0.90631 
0.89879 
0.89101 
0.88295 
0.87462 

0.90507 
0.89752 
0.88968 
0.88158 
0.87321 

0.90383 
0.89623 
0.88835 
0.88020 
0.87178 

0.90259 
0.89493 
0.88701 
0.87882 
0.87036 

0.90133 
0.89363 
0.88566 
0.87743 
0.86892 

0.90007 
0.89232 
0.88431 
0.87603 
0.86748 

0.89879 
0.89101 
0.88295 
0.87462 
0.86603 

64 
63 
62 
61 
60 

30 
31 
32 
33 
34 

0.86603 
0.85717 
0.84805 
0.83867 
0.82904 

0.86457 
0.85567 
0.84650 
0.83708 
0.82741 

0.86310 
0.85416 
0.84495 
0.83549 
0.82577 

0.86163 
0.85264 
0.84339 
0.83389 
0.82413 

0.86015 
0.85112 
0.84182 
0.83228 
0.82248 

0.85866 
0.84959 
0.84025 
0.83066 
0.82082 

0.85717 
0.84805 
0.83867 
0.82904 
0.81915 

59 
58 
57 
56 
55 

35 
36 
37 
38 
39 

0.81915 
0.80902 
0.79864 
0.78801 
0.77715 

0.81748 
0.80730 
0.79688 
0.78622 
0.77531 

0.81580 
0.80558 
0.79512 
0.78442 
0.77347 

0.81412 
0.80386 
0.79335 
0.78261 
0.77162 

0.81242 
0.80212 
0.79158 
0.78079 
0.76977 

0.81072 
0.80038 
0.78980 
0.77897 
0.76791 

0.80902 
0.79864 
0.78801 
0.77715 
0.76604 

54 
53 
52 
51 
50 

40 
41 
42 
43 
44 

0.76604 
0.75471 
0.74314 
0.73135 
0.71934 

0.76417 
0.75280 
0.74120 
0.72937 
0.71732 

0.7622& 
0.75088 
0.73924 
0.72737 
0.71529 

0.76041 
D.  74896 
0.73728 
0.72537 
0.71325 

0.75851 
0.74703 
0.73531 
0.72337 
0.71121 

0.75661 
0.74509 
0.73333 
0.72136 
0.70916 

0.75471 
0.74314  ! 
0.73135 
0.71934 
0.70711 

49 
48 
47 
46 
45 

60' 

50' 

40' 

30' 

20' 

10' 

0' 

I 

SINES 

381 


CARNEGIE    STEEL    COMPANY 


NATURAL  TRIGONOMETRIC  FUNCTIONS 

1 

TANGENTS 

1 

E 

1 

1 

0'      10' 

20'      30'      40'      50' 

60' 

c 
1 

0 

0.00000 

0.00291 

0.00582 

0.00873 

0.01164 

0.01455 

0.01746 

89 

1 

0.01746 

0.02036 

0.02328 

0.02619 

0.02910 

0.03201 

0.03492 

88 

2 

0.03492 

0.03783 

0.04075 

0.04366 

0.04658 

0.04949 

0.05241 

87 

3 

0.05241 

0.05533 

0.05824 

0.06116 

0.06408 

0.06700 

0.06993 

86 

4 

0.06993 

0.07285 

0.07578 

0.07870 

0.08163 

0.08456 

0.08749 

85 

5 

0.08749 

0.09042 

0.09335 

0.09629 

0.09923 

0.10216 

0.10510 

84 

6 

0.10510 

0.10805 

0.11099 

0.11394 

0.11688 

0.11983 

0.12278 

83 

7 

0.12278 

0.12574 

0.12869 

0.13165 

0.13461 

0.13758 

0.14054 

82 

8 

0.14054 

0.14351 

0.14648 

0.14945 

0.15243 

0.15540 

0.15838 

81 

9 

0.15838 

0.16137 

0.16435 

0.16734 

0.17033 

0.17333 

0.17633 

80 

10 

0.17633 

0.17933 

0.18233 

0.18534 

0.18835 

0.19136 

0.19438 

79 

11 

0.19438 

0.19740 

0.20042 

0.20345 

0.20648 

0.20952 

0.21256 

78 

12 

0.21256 

0.21560 

0.21864 

0.22169 

0.22475 

0.22781 

0.23087 

77 

13 

0.23087 

0.23393 

0.23700 

0.24008 

0.24316 

0.24624 

0.24933 

76 

14 

0.24933 

0.25242 

0.25552 

0.25862 

0.26172 

0.26483 

0.26795 

75 

15 

0.26795 

0.27107 

0.27419 

0.27732 

0.28046 

0.28360 

0.28675 

74 

16 

0.28675 

0.28990 

0.29305 

0.29621 

0.29938 

0.30255 

0.30573 

73 

17 

0.30573 

0.30891 

0.31210 

0.31530 

0.31850 

0.32171 

0.32492 

72 

•18 

0.32492 

0.32814 

0.33136 

0.33460 

0.33783 

0.34108 

0.34433 

71 

19 

0.34433 

0.34758 

0.35085 

0.35412 

0.35740 

0.36068 

0.36397 

70 

20 

0.36397 

0.36727 

0.37057 

0.37388 

0.37720 

0.38053 

0.38386 

69 

21 

0.38386 

0.38721 

0.39055 

0.39391 

0.39727 

0.40065 

0.40403 

68 

22 

0.40403 

0.40741 

0.41081 

0.41421 

0.41763 

0.42105 

0.42447 

67 

23 

0.42447 

0.42791 

0.43136 

0.43481 

0.43828 

0.44175 

0=44523 

66 

24 

0.44523 

0.44872 

0.45222 

0.45573 

0.45924 

0.46277 

0.46631 

65 

25 

0.46631 

0.46985 

0.47341 

0.47698 

0.48055 

0.48414 

0.48773 

64 

26 

0.48773 

0.49134 

0.49495 

0.49858 

0.50222 

0.50587 

0.50953 

63 

27 

0.50953 

0.51320 

0.51688 

0.52057 

0.52427 

0.52798 

0.53171 

62 

28 

0.53171 

0.53545 

0.53920 

0.54296 

0.54674 

0.55051 

0.55431 

61 

29 

0.55431 

0.55812 

0.56194 

0.56577 

0.56962 

0.57348 

0.57735 

60 

30 

0.57735 

0.58124 

0.58513 

0.58905 

0.59297 

0.59691 

0.60086 

59 

31 

0.60086 

0.60483 

0.60881 

0.61280 

0.61681 

0.62083 

0.-62487 

58 

32 

0.62487 

0.62892 

0.63299 

0.63707 

0.64117 

0.64528 

0.64941 

57 

33 

0.64941 

0.65355 

0.65771 

0.66189 

0.66608 

0.67028 

0.67451 

56 

34 

0.67451 

0.67875 

0.68301 

0.-68728 

0.69157 

0.69588 

0.70021 

55 

35 

0.70021 

0.70455 

0.70891 

0.71329 

0.71769 

0.72211 

0.720">4 

54 

36 

0.72654 

0.73100 

0.73547 

0.73996 

0.74447 

0.74900 

0.75355 

53 

37 

0.75355 

0.75812 

0.76272 

0.76733 

0.77196 

0.77661 

0.78129 

52 

38 

0.78129 

0.78598 

0.79070 

0.79544 

0.80020 

0.80498 

0.80978 

51 

39 

0.80978 

0.81461 

0.81946 

0.82434 

0.82923 

0.83415 

0.83910 

50 

40 

0.83910 

0.84407 

0.84906 

0.85408 

0.85912 

0.86419 

0,86929 

49 

41 

0.86929 

0.87441 

0.87955 

0.88473 

0.88992 

0.89515 

0.90040 

48 

42 

0.90040. 

0.90569 

0.91099 

0.91633 

0.92170 

0.92709 

0.93252 

47 

43 

0.93252 

0.93797 

0.94345 

0.94896 

0.95451 

0.96008 

0.96569 

46 

44 

0.96569 

0.97133 

0.97700 

0.98270 

0.98843 

0.99420 

1.00000 

45 

•2 

60' 

50' 

40' 

30' 

20' 

10' 

0' 

I 

I' 

COTANGENTS 

I 

382 


MATHEA1ATICAL   TABLES 


NATURAL  TRIGONOMETRIC  FUNCTIONS 

| 

COTANGENTS 

1 

0     0'      10' 

20'      30'      40' 

50' 

60' 

1 

0     oo    343.77371 

171.88540114.58865 

85.93979 

68.75009 

57.28996 

89 

1  57.28996  49.10388  42.96408  38.1884634.3677731.2415828.63625 

88 

2  28.63625 

26.43160!  24.54176 

22.9037721.4704020.2055519.08114 

87 

3  19.08114 

18.07498  17.16934 

16.34986  15.60478  14.92442  14.30067 

86 

4 

14.30067 

13.72674 

13.19688 

12.70621 

12.25051 

11.82617 

11.43005 

85 

5 

11.43005 

11.05943 

10.71191 

10.38540 

10.07803 

9.78817 

9.51436 

84 

6 

9.51436 

9.25530|  9.00983J  8.77689 

8.55555 

8.34496 

8.14435 

83 

7 

8.14435 

7.95302   7.77035 

7.59575 

7.42871 

7.26873 

7.11537 

82 

8 

7.11537 

6.96823J  6.82694 

6.69116 

6.56055 

6.43484 

6.31375 

81 

9 

6.31375 

6.19703 

6.08444 

5.97576 

5.87080 

5.76937 

5.67128 

80 

10 

5.67128 

5.57638 

5.48451   5.39552 

5.30928  5.22566 

5.14455 

79 

11 

5.14455 

5.06584 

4.98940   4.91516 

4.843001  4.77286 

4.70463 

78 

12 

4.70463 

4.63825 

4.57363U  4.51071 

4.44942 

4.38969 

4.33148 

77 

13 

4.33148 

4.27471 

4.21933^4.16530 

4.11256 

4.06107 

4.01078 

76 

14 

4.01078 

3.96165 

3.9136JT  3.86671 

3.82083 

3.77595 

3.73205 

75 

15 

3.73205 

3.68909   3.647^1  3.60588 

3.56557 

3.52609 

3.48741 

74 

16 

3.48741 

3.44951 

3.412KI  3.37594 

3.34023 

3.30521 

3.27085 

73 

17 

3.27085 

3.23714 

3.204p   3.17159 

3.13972 

3.10842 

3.07768 

72 

18 

3.07768 

3.04749 

3.01713!  2.98869 

2.96004 

2.93189 

2.90421 

71 

19 

2.90421 

2.87700 

2.85013 

2.82391 

2.79802 

2.77254 

2.74748 

70 

20 

2.74748 

2.72281 

2.698J3 

2.67462 

2.65109 

2.62791 

2.60509 

69 

21 

2.60509   2.58261 

2.56046 

2.53865 

2.51715 

2.49597 

2.47509 

68 

22 

2.47509   2.45451 

2.43422 

2.41421 

2.39449 

2.37504 

2.35585 

67 

23 

2.35585   2.33693 

2.31826 

2.29984 

2.28167 

2.26374 

2.24604 

66 

24 

2.24604   2.22857 

2.21132 

2.19430 

2.17749 

2.16090 

2.14451 

65 

25 

2.14451!  2.12832 

2.11233 

2.09654 

2.08094 

2.06553 

2.05030 

64 

26 

27 
28 

2.05030   2.03526 
1.962611   .94858 
1.88073    .86760 

2.02039 
1.93470 
1.85462 

2.00569 
1.92098 
1.84177 

1.99116 
1.90741 
1.82907 

1.97680 
1.89400 
1.81649 

1.96261  63 
1.88073  62 
1.80405  61 

29 

1.80405    .79174   1.77955 

1.76749 

1.75556 

1.74375 

1.73205  60 

30 

1.73205    .72047   1.70901 

1.69766 

1.68643 

1.67530 

1.66428  59 

31 

1.66428 

.653371   1.64256 

1.63185 

1.62125 

1.61074 

1.60033!  58 

32 

1.60033 

.59002i   1.57981 

1.56969 

1.55966 

1.54972 

1.53987 

57 

33 

1.53987 

.53010   1.52043 

1.51084 

1.50133 

1.49190 

1.48256 

56 

34 

1.48256 

.47330J   1.46411 

1.45501 

1.44598 

1.43703 

1.42815 

55 

35 

1.42815 

.41934   1.41061 

1.40195 

1.39336 

1.38484 

1.37638 

54 

36 

1.37638 

.36800   1.35968 

1.35142 

1.34323 

1.33511 

1.32704  53 

37 
38 

1  .32704 
1.27994 

.31904   1.31110 
.27230   1.26471 

1.30323 
1.25717 

1.29541 
1.24969 

1.28764 
1.24227 

1.27994  52 
1.234901  51 

39 

1.23490 

.22758   1.22031 

1.21310 

1.20593 

1.19882 

1.19175 

50 

40 

1.19175 

.18474!  1.17777 

1.17085 

1.16398  1.15715 

1.15037 

49 

41 

1.15037 

.14363 

1.13694 

1.13029 

1.12369 

1.11713 

1.11061 

48 

42 

1.11061 

.10414 

1.09770 

1.09131 

1.08496 

1.07864 

1.07237 

47 

43 

1.07237 

.06613 

1.05994 

1.05378 

1.04766 

1.04158 

1.03553  46 

44 

1.03553 

.02952 

1.02355 

1.01761 

1.01170 

1.00583 

1.00000  45 

1 

60' 

50' 

40' 

30' 

20' 

10' 

0' 

2 

I 

1 

TANGENTS 

383 


CARNEGIE    STEEL    COMPANY 


NATURAL  TRIGONOMETRIC  FUNCTIONS 

1 

SECANTS 

fi 

U 

0' 

10' 

20' 

30' 

40' 

50'      60' 

0 

i 

2 
3 
4 

1.00000 
1.00015 
1.00061 
1.00137 
1.00244 

i.ooooo 

1.00021 
1.00072 
1.00153 
1.00265 

1.00002 
1.00027 
1.00083 
1.00169 
1.00287 

1.00004 
1.00034 
1.00095 
1.00187 
1.00309 

1.00007 
1.00042 
1.00108 
1.00205 
1.00333 

1.00011 
1.00051 
1.00122 
1.00224 
1.00357 

1.00015 
1.00061 
1.00137 
1.00244 
1.00382 

89 
88 
87 
86 
85  ' 

5 
6 

7 
8 
9 

1.00382 
.00551 
.00751 
.00983 
.01247 

1.00408 
1.00582 
1.00787 
1.01024 
1.01294 

1.00435 
1.00614 
1.00825 
1.01067 
1.01342 

1.00463 
1.00647 
1.00863 
1.01111 
1.01391 

1.00491 
1.00681 
1.00902 
1.01155 
1.01440 

1.00521 
.00715 
.00942 
.01200 
.01491 

1.00551 
1.00751 
1.00983 
1.01247 
1.01543 

84 
83 
82 
81 
80 

10 
11 
12 
13 

14 

.01543 
.01872 
.02234 
.02630 
.03061 

1.01595 
1.01930 
1.02298 
1.02700 
1.03137 

1.01649 
1.01989 
1.02362 
.02770 
.03213 

1.01703 
1.02049 
1.02428 
1.02842 
1.03290 

1.01758 
1.02110 
1.02494 
1.02914 
1.03368 

.01815 
.02171 
.02562 
1.02987 
1.03447 

1.01872 
1.02234 
1.02630 
1.03061 
1.03528 

79 
78 
77 
76 
75 

15 
16 

17 
18 
19 

.03528 
.04030 
.04569 
.05146 
.05762 

1.03609 
1.04117 
1.04663 
1.05246 
1.05869 

.03691 
.04206 
.04757 
.05347 
.05976 

1.03774 
1.04295 
1.04853 
1.05449 
1.06085 

1.03858 
1.04385 
1.04950 
1.05552 
1.06195 

1.03944 
1.04477 
1.05047 
1.05657 
1.06306 

1.04030 
1.04569 
1.05146 
1.05762 
1.06418 

74 
73 
72 
71 
70 

20 
21 
22 
23 

24 

.06418 
.07115 
.07853 
.08636 
1.09464 

1.06531 
1.07235 
1.07981 
1.08771 
1.09606 

1.06645 
1.07356 
1.08109 
1.08907 
1.09750 

1.06761 
1.07479 
1.08239 
1.09044 
1.09895 

1.06878 
1.07602 
1.08370 
1.09183 
1.10041 

1.06995 
1.07727 
1.08503 
1.09323 
1.10189 

1.07115 
1.07853 
1.08636 
1.09464 
1.10338 

69 
68 
67 
66 
65 

25 
26 
27 
28 
29 

1.10338 
1.11260 
1.12233 
1.13257 
1.14335 

1.10488 
1.11419 
1.12400 
1.13433 
1.14521 

1.10640 
1.11579 
1.12568 
1.13610 
1.14707 

1.10793 
1.11740 
1.12738 
1.13789 
1.14896 

1.10947 
1.11903 
1.12910 
1.13970 
1.15085 

1.11103 
1.12067 
1.13083 
1.14152 
1.15277 

1.11260 
1.12233 
1.13257 
1.14335 
1.15470 

64 
63 
62 
61 
60 

30 
31 
32 
33 

34 

1.15470 
1.16663 
1.17918 
1.19236 
1.20622 

1.15665 
1.16868 
1.18133 
1.19463 
1.20859 

1.15861 
1.17075 
1.18350 
1.19691 
1.21099 

1.16059 
1.17283 
1.18569 
1.19920 
1.21341 

1.16259 
1.17493 
1.18790 
1.20*52 
1.21584 

1.16460 
1.17704 
1.19012 
1.20386 
1.21830 

1.16663 
1.17918 
1M9236 
1.20622 
1.22077 

59 
58 
57 
56 
55 

35 
36 
37 
38 
39 

1.22077 
1.23607 
1.25214 
1.26902 
1.28676 

1.22327 
1.23869 
1.25489 
1.27191 
1.28980 

1.22579 
1.24134 
1.25767 
1.27483 
1.29287 

1.22833 
1.24400 
1.26047 
1.27778 
1.29597 

1.23089 
1.24669 
1.26330 
1.28075 
1.29909 

1.23347 
1.24940 
1.26615 
1.28374 
1.30223 

1.23607 
1.25214 
1.26902 
1.28676 
1.30541 

54 
53 
52 
51 
50 

40 

41 
42 
43 
44 

1.30541 
1.32501 
1.34563 
1.36733 
1.39016 

1.30861 
1.32838 
1.34917 
1.37105 
1.39409 

1.31183 
1.33177 
1.35274 
1.37481 
1.39804 

1.31509 
1.33519 
1.35634 
1.37860 
1.40203 

.31837 
.33864 
.35997 
.38242 
.40606 

1.32168 
1.34212 
1.36363 
1.38628 
1.41012 

1.32501 
1.34563 
1.36733 
1.39016 
1.41421 

49 
48 
47 
46 
45 

5 

1 

60' 

50' 

40' 

30' 

20' 

10' 

0' 

1 

COSECANTS 

384 


MATHEMATICAL  TABLES 


NATURAL  TRIGONOMETRIC  FUNCTIONS 

| 

COSECANTS 

B 

1 

0' 

10' 

20' 

30'      40'     50' 

60' 

1 

0 

X 

343.77516 

171.88831 

114.59301|85.94561 

68.75736 

57.29869 

89 

i 

57.29869 

49.11406 

42.97571 

38.2015534.3823231.2575828.65371 

88 

2 

28.65371 

26.45051 

24.56212 

22.92559121.  49368  20.23028  19.  10732 

87 

3 

19.10732 

18.10262 

17.19843 

16.38041115.63679  14.95788  14.33559 

86 

4 

14.33559 

13.76312 

13.23472 

12.7455012.29125  11.86837  11.47371 

85 

5 

11.47371 

11.10455 

10.75849 

10.43343 

10.12752 

9.83912 

9.56677 

84 

6 

9.56677 

9.30917 

9.06515 

8.83367 

8.61379 

8.40466 

8.20551 

83 

7 

8.20551 

8.01565 

7.83443 

7.66130 

7.49571 

7.33719 

7.18530 

82 

8 

7.18530 

7.03962 

6.89979 

6.76547 

6.63633 

6.51208 

6.39245 

81 

9 

6.39245 

6.27719 

6.16607 

6.05886 

5.95536 

5.85539 

5.75877 

80 

10 

5.75877 

5.66533 

5.57493 

5.48740 

5.40263 

5.32049 

5.24084 

79 

11 

5.24084 

5.16359 

5.08863 

5.01585 

4.94517 

4.87649 

4.80973 

78 

12 

4.80973 

4.74482 

4.68167 

4.62023 

4.56041 

4.50216 

4.44541 

77 

13 

4.44541 

4.39012 

4.33622 

4.28366 

4.23239 

4.18238 

4.13357 

76 

14 

4.13357 

4.08591 

4.03938 

3.99393 

3.94952 

3.90613 

3.86370 

75 

15 

3.86370 

3.82223 

3.78166 

3.74198 

3.70315 

3.66515 

3.62796 

74 

16 

3.62796 

3.59154 

3.55587 

3.52094 

3.48671 

3.45317 

3.42030 

73 

17 

3.42030 

3.38808 

3.35649 

3.32551 

3.29512 

3.26531 

3.23607 

72 

18 

3.23607 

3.20737 

3.17920 

3.15155 

3.12440 

3.09774 

3.07155 

71 

19 

3.07155 

3.04584 

3.02057 

2.99574 

2.97135 

2.94737 

^92380 

70 

20 

2.92380 

2.90063 

2.87785 

2.85545 

2.83342 

2.81175 

2.79043 

69 

21 

2.79043 

2.76945 

2.74881 

2.72850 

2.70851 

2.68884 

2.66947 

68 

22 

2.66947 

2.65040 

--2^3162 

2.61313 

2.59491 

2.57698 

2.55930 

67 

23 

2.55930 

2.54190 

2.52474 

2.50784 

2.49119 

2.47477 

2.45859 

66 

24 

2.45859 

2.44264 

2.42692 

2.41142 

2.39614 

2.38107 

2.36620 

65 

25 

2.36620 

2.35154 

2.33708 

2.32282 

2.30875 

2.29487 

2.28117 

64 

26 

2.28117 

2.26766 

2.25432 

2.24116 

2.22817 

2.21535 

2.20269 

63 

27 

2.20269 

2.19019 

2.17786 

2.16568 

2.15366 

2.14178 

2.13005 

62 

28 

2.13005 

2.11847 

2.10704 

2.09574 

2.08458 

2.07356 

2.06267 

61 

29 

2.06267 

2.05191 

2.04128 

2.03077 

2.02039 

2.01014 

2.00000 

60 

30 

2.00000 

1.98998 

1.98008 

.97029 

1.96062 

1.95106 

1.94160 

59 

31 

1.94160 

1.93226 

1.92302 

.91388 

1.90485 

1.89591 

1.88709 

58 

32 

1.88708 

1.87834 

1.86970 

.86116 

1.85271 

1.84435 

1.83608 

57 

33 

.83608 

1.82790 

1.81981 

.81180 

1.80388 

1.79604 

1.78829 

56 

34 

.78829 

1.78062 

1.77303 

.76552 

1.75808 

1.75073 

1.74345 

55 

35 

.74345 

1.73624 

1.72911 

.72205 

1.71506 

1.70815 

1.70130 

54 

36 

.70130 

1.69452 

1.68782 

.68117 

1.67460 

1.66809 

1.66164 

53 

37 

.66164 

1.65526 

1.64894 

.64268 

1.63648 

1.63035 

1.62427 

52 

38 

.62427 

1.61825 

1.61229 

.60639 

1.60054 

1.59475 

1.58902 

51 

39 

.58902 

1.58333 

1.57771 

.57213 

1.56661 

1.56114 

1.55572 

50 

40 

.55572 

1.55036 

1.54504 

.53977 

1.53455 

1.52938 

1.52425 

49 

41 

.52425 

1.51918 

1.51415 

.50916 

1.50422 

1.49933 

1.49448 

48 

42 

.49448 

1.48967 

1.48491 

.48019 

1.47551 

1.47087 

1.46628 

47 

43 

.46628 

1.46173 

1.45721!   .45274 

1.44831 

1.44391 

1.43956 

46 

44 

.43956 

1.43524 

1.43096    .42672 

1.42251 

1.41835 

1.41421 

45 

| 

60' 

50' 

40' 

30' 

20' 

10' 

0' 

I 

SECANTS 

I 

385 


CARNEGIE    STEEL    COMPANY 


BIRMINGHAM  WIRE  GAUGE 
EQUIVALENTS  IN  INCHES 
CORRESPONDING  WEIGHTS  OF  FLAT  ROLLED  STEEL 

Gauge 
Number 

Thickness, 
Inches 

Pounds 
per 
Square  Foot 

Thickness,  Inches 

Pounds 
per 
Square  Foot 

Fractional 

Decimal 

0000 
000 

'66 

0 

i 

2 
3 

"4 

5 
6 

7 
8 

9 
10 
11 
12 

13 
14 
15 
16 

17 
18 
19 
20 

21 
22 
23 

24 

25 
26 
27 

28 

29 
30 
31 
32 

33 
34 
35 
36 

.454 
.425 

.380 
.340 

.300 
.284 
.259 

.238 

.220 
.203 
.180 
.165 

.148 
.134 
.120 
.109 

.095 
.083 
.072 
.065 

.058 
.049 
.042 
.035 

.032 
.028 
.025 
.022 

.020 
.018 
.016 
.014 

.013 
.012 
.010 
.009 

.008 
.007 
.005 
.004 

18.5232 
17.34 

M 

X 

if 

1 

A 
& 

i 

u 

& 

§ 

65 

A 

ils 

£ 

" 

3\r 

A 

ib 
rf* 

.5 
.46875 
.4375 
.40625 
.375 
.34375 

.3125 
.296875 
.28125 
.265625 
.25 
.234375 

.21875 
.203125 

.1875 
.171875 

.15625 
.140625 
.125 
.109375 

.09375 
.078125 

.0625 

20.4 
19.125 
17.85 
16.575 
15.3 
14.025 

12.75 
12.1125 
11.475 
10.8375 
10.2 
9.5625 

8.925 
8.2875 
7.65 
7.0125 

6.375 
5.7375 
5.1 
4.4625 

3.825 
3.1875 

'2.55" 

15.504 
13.872 

12.24 
11.5872 
10.5672 

9.7104 

8.976 
8.2824 
7.344 
6.732 

6.0384 
5.4672 
4.896 
4.4472 

3.876 
3.3864 
2.9376 
2.651 

2.3664 
1.9992 
1.7136 
1.428 

1.3056 
1.1424 
1.02 
0.8976 

0.816 
0.7344 
0.6528 
0.5712 

0.5304 
0.4896 
0.408 
0.3672 

0.3264 
0.2856 
0.2040 
0.1632 

.046875 

1.9125 

.03125    ' 

1.275 

.015625 

0.6375 

.0078125 

0.31875 

.00396625 

'  6.  159375 

Unless  otherwise  specified,  all  orders  in  gauges  will  be  executed  to  Birmingham  Wire  Gauge. 

386 


MEASURES  AND    WEIGHTS 


UNITED  STATES  STANDARD  GAUGE 

FOB 
SHEET  AND  PLATE  IRON  AND  STEEL 

Gauge 
Number 

Thickness 
in 
Fractions 
of  an  Inch 

Thickness 
in 
Decimals 
of  an  Inch 

Approximate 
Thickness 
in 
Millimeters 

Weight  per 
Square  Foot, 
in  Pounds, 
Iron 

Weight  per 
Square  Foot, 
in  Pounds, 
Steel 

Weight  per 
Square  Meter 
in  Kilograms- 
Steel 

0000000 
000000 
00000 

H 

i 

.5 
.46875 
.4375 

12.70 
11.91 
11.11 

20. 
18.75 
17.50 

20.4 
19.125 
17.85 

99.601 
93.376 
87.151 

0000 
000 
00 
0 

1 

.40625 
.375 
.34375 
.3125 

10.32 
9.53 
8.73 
7.94 

16.25 
15. 
13.75 
12.50 

16.575 
15.3 
14.025 
12.75 

80.926 
74.701 
68.476 
62.251 

1 

2 
3 

4 

5 
6 

7 
8 

A 

i 

.28125 
.265625 
.25 
.234375 

.21875 
.203125 
.1875 
.171875 

7.14 
6.75 
6.35 
5.95 

5.56 
5.16 
4.76 
4.37 

11.25 
10.625 
10. 
9.375 

8.75 
8.125 
7.5 
6.875 

11.475 
10.8375 
10.2 
9.5625 

8.925 
8.2875 
7.65 
7.0125 

56.026 
52.913 
49.800 
46.688 

43.575 
40.463 
37.350 
34.238 

9 

10 
11 
12 

i 

.15625 
.140625 
.125 
.109375 

3.97 
3.57 
3.18 

2.78 

6.25 
5.625 
5. 
4.375 

6.375 
5.7375 
5.1 
4.4625 

31.125 
28.013 
24.900 
21.788 

13 

14 
15 
16 

if  8 

A 

.09375 
.078125 
.0703125 
.0625 

2.38 
.98 
.79 
.59 

3.75 
3.125 
2.8125 
2.5 

3.825 
3.1875 
2.86875 
2.55 

18.675 
15.563 
14.006 
12.450 

17 

18 
19 
20 

IBff 

w 

.05625 
.05 
.04375 
.0375 

.43 
.27 
.11 
0.953 

2.25 
2. 
1.75 
1.50 

2.295 
2.04 

.785 
.53 

11.205 
9.960 
8.715 
7.470 

21 
22 
23 
24 

I 

.034375 
.03125 
.028125 
.025 

0.873 
0.794 
0.714 
0.635 

1.375 
1.25 
1.125 
1. 

.4025 
.275 
.1475 
1.02 

6.848 
6.225 
5.603 
4.980 

25 
26 
27 
28 

i 

.021875 
.01875 
.0171875 
.015625 

0.556 
0.476 
0.437 
0.397 

.875 
.75 
.6875 
.625 

.8925 
.765 
.70125 
.6375 

4.358 
3.735 
3.424 
3.113 

29 
30 
31 
32 

i 

.0140625             0.357 
.0125                     0.318 
.0109375              0.278 
.01015625            0.258 

.5625 
.5 
.4375 
.40625 

.57375 
.51 
.44625 
.414375 

2.801 
2.490 
2.179 
2.023 

33 
34 
35 
36 

i 

lAn 

.009375 
.00859375 
.0078125 
.00703125 

0.238 
0.218 
0.198 
0.179 

.375                .3825 
.34375            .350625 
.3125               .31875 
.28125      1       .286875 

1.868 
1.712 
1.556 
1.401 

37 
38 

5~SBff 

i  iff 

.006640625 
.00625 

0.169 
0.159 

.265625 
.25 

.2709375 
.255 

1.323 
1.245 

Unless  otherwise  specified,  all  orders  in  gauges  will  be  executed  to  Birmingham  Wire  Gauge, 

387 


CARNEGIE    STEEL    COMPANY 


STANDARD  GAUGES 

COMPARATIVE  TABLE 

Thickness  in  Decimals  of  an  Inch 

£ 

LT    oj  £ 

1 

»   & 

6 

Z  | 

| 

la 

Gauge 
Number 

Birmingham  \\ 
(B.  W.  G.) 
also  known  a 
Stubs  Iron  Wi 

P11 

°°  1  § 

American  Wii 
or 
Browne  &  Shar 

erican  Steel  &  ^ 
formerly 
Washburn  &  M 

j 

I^d 

ijs 

tandard  Birmini 
Sheet  and  Ho 
(B.  G.) 

I   ^ 

a 

^ 

0000000 

.500 

.4900 

.500 

000000 

'.46875 

.580666 

!4615 

.464 

00000 

.500 

.4375 

.516500 

.4305 

.450 

.432 

0000 

.454 

.40625 

460000 

.3938 

.400 

.400 

000 

.425 

.375 

.409642 

.3625 

.360 

.372 

.5000 

00 

.380 

.34375 

.364796 

.3310 

.330 

.348 

.4452 

0 

.340 

.3125 

.324861 

.3065 

.305 

.324 

.3964 

1 

.300 

.28125 

.289297 

.2830 

.285 

.300 

.3532 

2 

.284 

.265625 

.257627 

.2625 

.265 

.276 

.3147 

3 

.259 

.25 

.229423 

.2437 

.245 

.252 

.2804 

4 

.238 

.234375 

.204307 

.2253 

.225 

.232 

.2500 

5 

.220 

.21875 

.181940 

.2070 

.205 

.212 

.2225 

6 

.203 

.203125 

.162023 

.1920 

.190 

.192 

.1981 

7 

.180 

.1875 

.144285 

.1770 

.175 

.176 

.1764 

8 

.165 

.171875 

.128490 

.1620 

.160 

.160 

.1570 

9 

.148 

.15625 

.114423 

.1483 

.145 

.144 

.1398 

10 

.134 

.140625 

.101897 

.1350 

.130 

.128 

.1250 

11 

.120 

.125 

.090742 

.1205 

.1175 

.116 

.1113 

12 

.109 

.109375 

.080808 

.1055 

.105 

.104 

.0991 

13 

.095 

.09375 

.071962 

.0915 

.0925 

.092 

.0882 

14 

.083 

.078125 

.064084 

.0800 

.0806 

.080 

.0785 

15 

.072 

.0703125 

.057068 

.0720 

.070 

.072 

.0699 

16 

.065 

.0625 

.050821 

.0625 

.061 

.064 

.0625 

17 

.058 

.05625 

.045257 

.0540 

.0525 

.056 

.0556 

18 

.049 

.05 

.040303 

.0475 

.045 

.048 

.0495 

19 

.042 

.04375 

.035890 

.0410 

.040 

.040 

.0440 

20 

.035 

.0375 

.031961 

.0348 

.035 

.036 

.0392 

21 

.032 

.034375 

.028462 

.03175 

.031 

.032 

.0349 

22 

.028 

.03125 

.025346 

.0286 

.028 

.028 

.03125 

23 

.025 

.028125 

.022572 

.0258 

.025 

.024 

.02782 

24 

.022 

.025 

.020101 

.0230 

.0225 

.022 

.02476 

25 

.020 

.021875 

.017900 

.0204 

.020 

.020  . 

.02204 

26 

.018 

.01875 

.015941 

.0181 

.018 

.018 

.01961 

27 

.016 

.0171875 

.014195 

.0173 

.017 

.0164 

.01745 

28 

.014 

.015625 

.012641 

.0162 

.016 

.0148 

.015625 

29 

.013 

.0140625 

.011257 

.0150 

.015 

.0136 

.0139 

30 

.012 

.0125 

.010025 

.0140 

.014 

.0124 

.0123 

31 

.010 

.0109375 

.008928 

.0132 

.013 

.0116 

.0110 

32 

.009 

.01015625 

.007950 

.0128 

.012 

.0108 

.0098 

33 

.008 

.009375 

.007080 

.0118 

.011 

.0100 

.0087 

34 

.007 

.00859375 

.006305 

.0104 

.010 

.0092 

.0077 

35 

.005 

.0078125 

.005615 

.0095 

.0095 

.0084 

.0069 

36 

.004 

.00703125 

.005000 

.0090 

.009 

.0076 

.0061 

37 

.... 

.006640625 

.004453 

.0085 

.0085 

.0068 

.0054 

38 

.00625 

.003965 

.0080 

.008 

.0060 

.0048 

39 

.003531 

.0075 

.0075 

.0052 

40 

.003144 

.0070 

.007 

OO48 

Unless  otherwise  specified,  all  orders  in  gauges  will  be  executed  to  Birmingham  Wire  Gauge. 

388 


MEASURES  AND   WEIGHTS 


DECIMAL  OF  AN  INCH  AND  OF  A  FOOT 

Fractions 
of 
Inch  or  Foot 

ill 

Js| 

Fractions 
of 
Inch  or  Foot 

ill 

Fractions 
of 
Inch  or  Foot 

Inch  Equiva- 
lents to  Foot 
Fractions 

Fractions 
of 
Inch  or  Foot 

Inch  Equiva- 
lents to  Foot 
Fractions 

.0052 
.0104 

* 

.2552 
.2604 

tfc 

.5052 
.5104 

Sft 

.7552 
.7604 

8* 

a 

.015625 
.0208 
.0260 

A 

11 

.265625 
.2708 
.2760 

3A 

ii 

.515625 
.5208 
.5260 

ii 

ss 

.765625 
.7708 
.7760 

il 

* 

.03125 
.0365 
.0417 

%| 

.28125 
.2865 
.2917 

3i  y 

45 

.53125 
.5365 
.5417 

6/s8 

6H 

H 

.78125 

.7865 
.7917 

II 

A 

.046875 
.0521 
.0573 

f 

II 

.296875 
.3021 
.3073 

3A 
f*? 

ii 

.546875 
.5521 
.5573 

\fl 

SI 

.796875 
.8021 
.8073 

m 

A 

.0625 
.0677 
.0729 

I 

A 

.3125 
.3177 
.3229 

3M 
31  1 
3% 

I98 

* 

.5625 
.5677 
.5729 

6M 

8$ 

ii 

.8125 

.8177 
.8229 

9M 
911 
9% 

A 

.078125 
.0833 
.0885 

n 

1ft 

ii 

.328125 
.3333 
.3385 

11 

H 

.578125 
.5833 

.5885 

?? 

ii 

.828125 
.8333 
.8385 

iox 
io& 

A 

.09375 
.0990 
.1042 

1% 

H 

.34375       4%      4§ 
.3490         4^ 
.3542         4)4 

.59375 
.5990 
.6042 

?£ 

ii 

.84375 

.8490 
.8542 

10% 

-A 

.109375 
.1146 
.1198 

1ft 

Ii 

.359375 
.3646 
.3698 

1*1" 

.609375 
.6146 
.6198 

?! 

i! 

.859375 
.8646 
.8698 

Is! 

H 

.1250 
.1302 
.1354 

11 

% 

.3750 
.3802 
.3854 

» 

% 

.6250 
.6302 
.6354 

?I 

% 

.8750 

.8802 
.8854 

11 

& 

.140625 
.1458 
.1510 

\i 

HI 

if 

.390625 
.3958 
.4010 

I 

Ii 

.640625 
.6458 
.6510 

$ 

II 

.890625 
.8958 
.9010 

IOM 
ion 

A 

.15625 
.1615 
.1667 

in 

il 

.40625 
.4115 
.4167 

4% 

5  * 

H 

.65625 
.6615 
.6667 

P 

S§ 

.90625 
.9115 
.9167 

1011 

11 

ii 

.171875 
.1771 
.1823 

2A 

H 

.421875 
.4271 
.4323 

5% 

Ii 

.671875 
.6771 
.6823 

i! 

il 

.921875 
.9271 
.9323 

HlV 

* 

.1875 
.1927 
.1979 

II 

A 

.4375 
.4427 
.4479 

i 

U 

.6875 
.6927 
.6979 

!•? 

il 

.9375 
.9427 
.9479 

111 

if 

.203125 
.2083 
.2135 

la 

il 

.453125 
.4583 
.4635 

|H 

Ii 

.703125 
.7083 
.7135 

IA 

ii 

.953125 
.9583 
.9635 

111 

A 

.21875 
.2240 
.2292 

||  » 

.46875 
.4740 
.4792 

il 

§i 

.71875 
.7240 
.7292 

Iff 

5i 

.96875 
.9740 
.9792 

llv 

51 

.234375 
.2396 
.2448 

||  » 

.484375 
.4896 
.4948 

51  18 

II 

.734375 
.7396 
.7448 

ii 

.984375 
.9896 
.9948 

ni 

mi 

K 

.2500 

3      I  % 

.5000 

6 

M 

.7500 

9 

i 

1.0000 

12 

CARNEGIE    STEEL    COMPANY 


SUBJECT  INDEX 

PAGE 

American  Bridge  Co ...  specifications  for  steel  structures 126-132 

A.  S.  for  Testing  Mat'ls.  standard  specifications 25-35 

boiler  and  fire  box  steel 25-28 

boiler  rivet  steel 29-31 

nickel  steel 20-24 

reinforcing  bars,  steel 32-35 

structural  steel  for  bridges 4-9 

"      "    buildings 10-14 

"      "    ships 15-19 

Anchors standard  wall  and  pier  anchors 209 

Angles elements  of  sections 139,  146—151 

formulas  for  elements 139 

profiles,  dimensions  and  weights 62-69 

safe  loads,  explanatory  notes 176 

safe  load  tables 200-204 

standard  connections 207 

structural  details  for  punching  and  riveting. 2 12-2 14 

tension  values 220-222 

Angles,  Back  to  Back  .  .  radii  of  gyration 141,  164-166 

Angle  Columns see  Columns,  Steel 

Arches,  Floor  Arches .  -  .  explanatory  notes 286-288 

terra  cotta,  safe  load  tables  and  weights „  289-292 

Areas circles,  diameters  1  to  999 360-379 

circular  segments 354-357 

method  of  increasing  sectional  areas 37 

net  areas  of  angles 220-222 

plane  figures 351 

rectangular  sections • 86—88 

reduction  of  area  for  rivet  holes 214 

square  and  round  bars 92,  93 

structural  shapes 142-159 

surface  of  solids 358,  359 

Band  Edge  Flats list  of  sizes 84 

Bars cold  twisted  square  bars,  sizes  and  weights 94 

concrete  reinforcement  bars,  sizes  and  weights  94-102 

eye  bars,  sizes  and  dimensions 118 

hanger  bars,  sizes  and  weights 101,  102 

lattice  bars,  dimensions  for  columns 130 

merchant  bars,  list  of  sizes 84,  85 

rounds  and  squares,  weights  and  areas 92,  93 

splice  bars,  profiles,  dimensions  and  weights.  .106,  107 
standard  test  bars,  see  A.  S.  T.  M.  Specifications  4-35 

tension  values,  rounds  and  squares 223 

upset  screw  ends,  sizes  and  dimensions 116, 117 

Bases  for  Columns standard  design,  mill  and  office  buildings 277-279 

390 


INDEX 


PAGE 

Beams,  H-Beams see  H-Beams 

Beams,  I-Beams bending  moments,  tables 183,  184 

common  dimensions 38 

details,  connection  angles 207 

"        bearing  plates 210 

"        separators 208 

elements  of  sections 142,  143 

formulas  for  elements 138 

grillage,  notes  and  calculations 224-228 

profiles,  weights  and  dimensions 39—48 

safe  loads,  explanation  of  tables 176-182 

safe  load  tables 187-193 

web  resistance,  tables 183,  184 

Beam  Columns safe  load  tables 256 

Beam  Girders explanatory  notes 229 

safe  load  tables 230,  231 

Beam  Stresses explanatory  notes 167-169,  176-182 

bending  stresses 167,  168 

buckling  stresses 180,  181 

deflection,  lateral 128, 168,  178 

vertical 172-177 

flexure  formulas  for  various  loading  conditions. .  170-175 

impact  stresses 178,  179 

shearing  stresses,  longitudinal  and  vertical.  168,  179,  180 
tensile  and  compressive  stresses 168 

Bearing:  Plates explanatory  notes 210 

safe  resistance 211 

standard  for  beams 210 

Bearing  Values pins  and  rivets,  explanatory  notes 215 

pins,  tables 218 

rivets,  tables 216,  217 

Bending  Moments explanatory  notes 167 

beams,  tables 183,  184 

channels,  tables 185 

pins,  tables 219 

various  loading  conditions,  formulas 172-175 

Bessemer  Steel see  A.  S.  T.  M.  Specifications 25-35 

Bolts standard  dimensions 112,  113 

screw  threads,  standard  dimensions 112,  113 

weights,  bolts  with  hexagon  heads  and  nuts. . .          115 
weights,  bolts  with  square  heads  and  nuts 114 

Bolt  Heads  and  Nuts. .  .  standard  dimensions 112,  113 

weights 114,  115 

Buckle  Plates explanatory  notes 300 

safe  load  table 300 

sizes  and  dimensions 301 

Buckling  of  Webs explanatory  notes 180-182 

web  resistance  of  beams  and  channels,  tables  .  183—185 

Building  Laws extract,  building  laws  of  various  cities 284 

Bulb  Sections bulb  angles,  bulb  beams 

angles,  elements 156 

"       profiles,  weights  and  dimensions 51,  52 

beams,  elements 156 

"       profiles,  weights  and  dimensions 50 

391 


CARNEGIE    STEEL    COMPANY 


PAGE 

Cast  Iron  Columns  ....  allowable  unit  stresses 280 

hollow  round  and  square,  elements 162,  163 

safe  loads 281,282 

Ceilings deflection  of  plastered  ceilings 176,  177 

weight  of  plastered  ceilings 292 

"  terra  cotta  ceilings 292 

Center  of  Gravity see  Neutral  Axis 

Channels,  Shipbuilding,  elements  of  sections 145 

formulas  for  elements 138 

profiles,  weights  and  dimensions 57-61 

Channels,  Structural. . .  bending  moments,  table 185 

common  dimensions 38 

elements  of  sections 144 

formulas  for  elements 138 

profiles,  weights  and  dimensions 53-61 

safe  loads,  explanation  of  tables 176-182 

safe  load  tables 195-199 

web  resistance,  table 185 

Channel  Columns see  Columns,  Steel 

Checkered  Plates elements  and  safe  loads 304 

profiles,  weights  and  dimensions 81 

Circles areas  and  circumferences,  dia.  1  to  999 360-379 

properties  of  the  circle 350 

Circular  Plates extreme  sizes 82,  83 

Circular  Segments areas,  tables  of  coefficients 354-357 

Clevises sizes  and  weights 120 

Coefficients circular  segments 355-357 

deflection  under  uniform  load 177 

expansion  due  to  heat 337 

Columns,  Cast  Iron ....  allowable  unit  stresses 280 

hollow  round  and  square,  elements 162, 163 

"  safe  loads 281,282 

Columns,  Steel explanatory  notes 251-253 

calculation  of  elements 140,  141 

' '  stresses 253 

compression  formulas '. 254,  255 

elements,  angle  and  plate  columns 270-276 

"  channel  and  plate  columns 257-269 

"  miscellaneous  beam  columns 256 

safe  loads,  angle  and  plate  columns 270-276 

"  "  channel  and  plate  columns 257—269 

"  "  miscellaneous  beam  columns 256 

typical  details  for  mill  and  office  buildings 277-279 

Columns,  Wood allowable  unit  stresses 327 

square  and  round,  safe  loads 328,  329 

Concrete,  Masonry strength,  unit  fiber  stresses 336 

specific  gravity  and  weight 331 

Concrete,  Reinforced .  . .  explanatory  notes 293-297 

beams  and  slabs,  formulas 293—296 

bending  moments  of  slabs 298 

columns,  formulas 296 

reinforcements,  deformed  bars 94-102 

"  round  and  square  bars. . . '. . . .  .  92,  93 
triangle  mesh 299 

392 


INDEX 


Compound  Sections .  . 
Connection  Angles. .  . 
Conversion  Tables.  .  . 
Corrugated  Plates  .  . 


Corrugated  Sheets .  . 


Cotter  Pins 

Cross  Tie  Sections . 


Cubes  and  Cube  Roots  . 


Decimal  Table 

Deflection,  Lateral.  -  . 

Deflection,  Vertical.  . 


Dimensions 


Elasticity , 

Elements  of  Sections. 


Equivalent  Measi 
Expansion,  Heat. 
Eye  Bars 


Fiber  Stresses. 


Fireproof  Floors. .  . 
Flat  Rolled  Steel .  . 

Flexure  of  Beams .  . 
Floor  Construction 


Floor  Plates. 


PAGE 

calculation  of  elements 140,  141 

standard  for  beams 207 

measures  and  weights 338—349 

elements  of  sections 157 

profiles,  weights  and  dimensions 81 

assembled  sections,  elements  and  safe  loads. .         303 

explanatory  notes 312 

sizes  and  weights 313 

sizes  and  dimensions 122 

elements  of  sections 155 

profiles,  weights  and  dimensions 103 

safe  load  tables 194 

numbers  1  to  999 360-379 

equivalents  of  an  inch  and  of  a  foot 389 

explanatory  notes 168-178 

formula 128 

explanatory  notes 176 

coefficients,  calculation  and  table 177 

coefficients  for  beams  and  channels  .  .  187-190,  194-197 

limit  for  plastered  ceilings 176 

formulas  for  loading  under  various  conditions .  172-175 
common  to  beams  and  channels 38 

elastic  limit  of  substances 334-335 

modulus  of  elasticity  of  substances. .  170,  319,  334-336 

explanatory  notes 133 

formulas 134-141 

structural  shapes 142-166 

metric  and  U.  S.  standard 338-341 

table  of  coefficients 337 

sizes,  dimensions  and  weights 118 

concrete,  reinforced  concrete 336 

masonry,  stone 336 

metals,  alloys 334,  335 

miscellaneous  substances 336 

structural  steel 126,  127,  335 

structural  timber 319 

see  Floor  Construction 283-299 

list  of  sizes 82-84 

tables  of  weights 89-91 

explanatory  notes  and  formulas 167—175 

explanatory  notes 283-288 

fireproof  floor  systems 285,  286 

live  loads,  various  building  laws 284 

reinforced  concrete  beams  and  slabs 293-299 

terra  cotta  arches,  safe  loads 289-291 

"         "  "       weights 292 

thrust  in  arches 286-288 

buckle  plates 300-301 

checkered  plates 304 

corrugated  plates,  assembled 303 

trough  plates,  assembled 302 


CARNEGIE    STEEL    COMPANY 


PAGE 

Formulas bending  moments,  various  loading  conditions.  170-175 

deflection,  various  loading  conditions 170—175 

elements  of  sections 134-141 

geometric  and  trigonometric 350-353,  358,  359 

roof  trusses,  stresses  and  length  of  members.  .308-311 

stresses  in  beams,  bending 168-170 

buckling 180, 181 

"       "       "        impact 179 

shearing 179,  180 

stresses  in  columns,  cast  iron 280 

"    '   "  "        structural  steel 254,255 

"       "  "        structural  timber 319 

stresses  in  bearing  plates  and  steel  slabs .  .210,  224,  225 

Functions numbers  1  to  999 360-379 

trigonometric 380-385 

Gases specific  gravity  and  weight 330 

Gauges comparative  table  of  various  gauges 388 

Birmingham  wire  gauge 386 

United  States  standard  gauge 387 

variation,  permissible  in  steel  plates. .  .8,  13,  18,  23,  27 

Girders explanatory  notes 229 

angle  and  plate  girders,  safe  loads 232-250 

beam  and  plate  girders,  safe  loads 230,  231 

elements  of  compound  sections 140,  141 

grillage  foundations , 227,  228 

Gravity  Lines see  Neutral  Axis 

Gravity,  Specific various  substances 330,  331 

Grillage  Foundations  . .  explanatory  notes  and  calculation 224—228 

Grips  of  Rivets length  of  field  rivets 124 

H-Beams beam  safe  load  tables 194 

column  safe  load  tables 256 

elements  of  sections 155 

profiles,  dimensions  and  weights 49 

Half  Rounds list  of  sizes '. 85 

Hexagons list  of  sizes 85 

Hollow  Sections rounds  and  squares,  elements 162,  163 

cast  iron  columns,  allowable  unit  stresses 280 

safe  loads 281,  282 

I-Beams see  Beams 

Impact  Stresses effect  on  beams 178,  179 

Increase  of  Sections  .  .  .  method  of  rolling 37 

Inertia see  Moment  of  Inertia 

Lateral  Deflection explanatory  notes 168-178 

formula 128 

Lattice  Bars dimensions  for  columns 130 

Liquids coefficients  of  expansion 337 

specific  gravity  and  weight 330 

Live  Loads,  Floors  ....  building  laws  of  various  cities 284 

Logarithms numbers  1  to  999 360-379 

Longitudinal  Shear.  .  .  .  explanation  and  formula 179,  180 

Loop  Rods sizes  and  dimensions 119 

394 


INDEX 


PAGE 
Masonry  and  Stone ....  coefficients  of  expansion 337 

specific  gravity  and  weight 331 

strength,  unit  fiber  stresses 336 

Materials coefficients  of  expansion 337 

specific  gravity  and  weight 330-333 

strength,  unit  fiber  stresses 334-336 

Measures  and  Weights. .  equivalents  of  TJ.  S.  and  metric 338-341 

Mensuration mathematical  formulas 350-359 

Metals  and  Alloys coefficients  of  expansion 337 

specific  gravity  and  weight 330 

strength,  unit  fiber  stresses 334 

Metric  Tables weights  and  measures 338-349 

Mill  Buildings typical  details  of  columns 277 

Minerals specific  gravity  and  weight 331 

Modulus  of  Elasticity.  .  various  substances 170,  319,  334-336 

Moments  of  Inertia definition 133 

formulas 134—139 

structural  shapes,  tables 142-159 

Neutral  Axis definition 133 

formulas 134-139 

structural  shapes,  tables 144-159 

Nuts dimensions  and  weights 112-115 

recessed  pin  nuts,  sizes  and  dimensions 122 

sleeve  nuts,  sizes  and  dimensions 121 

Office  Buildings typical  column  details 278,  279 

Open  Hearth  Steel see  A.  S.  T.  M.  Specifications 25-35 

Ordering  Materials  ....  general  instructions 36 

Piling,  Steel  Sheet explanatory  notes 314-316 

elements 157,  317 

profiles  and  sections 80,  317 

Pins explanatory  notes 215 

bearing  values,  tables 218 

bending  moments,  tables 219 

cotter  pins,  sizes  and  dimensions 122 

nuts  for  pins,  sizes  and  dimensions 122 

Pipe black  and  galvanized 110,  111 

Plate  Girders see  Girders 

Plates,  Floor  Plates. .  . .  buckle  plates,  explanatory  notes  and  sizes ....  300,  301 

checkered  plates,  elements  and  safe  loads 304 

"       profiles,  weights,  dimensions          81 

corrugated  plates,  elements  and  safe  loads  ....  157,  303 

"  "         profiles,  weights,  dimensions  81 

trough  plates,  elements  and  safe  loads 157,  302 

"  "        profiles,  weights  .dimensions.  ...  81 

Plates,  Sheared rectangular  and  circular,  extreme  sizes 82,  83 

Plates,  Universal  Mill .  .  rectangular,  extreme  sizes 83 

Plates,  Wall  Plates see  Bearing  Plates 210,  211 

Profiles  of  Sections dimensions  and  weights 39-81,  94-109 

Punching details  for  punching  and  riveting 212-214 

construction  specifications 131 

Purlins explanatory  notes 307 

395 


CARNEGIE    STEEL    COMPANY 


PAGE 

Radius  of  Gyration definition 133 

angles  back  to  back,  tables 164-166 

formulas' for  elements  of  sections 134—141 

structural  shapes,  tables 142-159 

Rails,  A.  R.  A. elements  of  sections 159 

profiles,  weights  and  dimensions 105 

Rails,  A.  S.  C.  E elements  of  sections 158 

profiles,  weights  and  dimensions 104 

Rails  and  Accessories  .  .  weights  and  dimensions 108 

Rail  Clips profiles,  dimensions  and  weights 109 

Ratio  of  Slenderness .  .  .  definition 251 

unit  stresses  for  compression  formulas 254 

Reciprocals numbers  1  to  999 360-379 

Rectangular  Plates  ....  extreme  sizes 82,  83 

Rectangular  Sections.  .  .  areas 86-88 

moments  of  inertia 160,  161 

Reinforced  Concrete  .  .  .  see  Concrete,  Reinforced 

Riveting construction  specifications 129,  130 

details  for  punching  and  riveting 212-214 

Rivets     areas  of  rivet  holes 214 

conventional  signs 212 

dimensions 123 

lengths  for  various  grips 124 

shearing  and  bearing  values 217 

stresses 215 

structura  details  for  riveting 212-214 

weights 125 

Roofs explanatory  notes 305-307 

loads,  snow  and  wind 305 

"      live,  building  laws  of  various  cities 284 

trusses,  stresses  and  length  of  members 308-311 

weights,  roof  covering  and  roof  trusses 306,  307 

Screw  Threads Franklin  Institute,  U.  S.  and  A.  B.  Co.  standards         112 

Section  Modulus definition 133 

formulas ' 134-141 

structural  shapes 142-159 

Segments,  Circular  ....  coefficients  of  areas 355-357 

Separators standard  for  beams 208 

Shear see  Beam  Stresses 

Sheared  Plates extreme  sizes 82,  83 

Shearing  Values,  Rivets,  tables 216,  217 

Shipbuilding  Channels  .  see  Channels,  Shipbuilding 

Skelp list  of  sizes 84 

Sleeve  Nuts sizes  and  dimensions 121 

Snow  Loads roofs  and  trusses 305 

Specific  Gravity various  substances '.  .330,  331 

Square  and  Round  Bars   area  and  weight 92,  93 

Square  Edge  Flats list  of  sizes 84 

Squares,  Square  Roots  .  numbers  1  to  999 360-379 

Strength  of  Materials.  .  unit  fiber  stresses 334,  335 

Stresses see  Beam  Stresses 

Specifications American  Bridge  Company 126-132 

^____ American  Society  for  Testing  Materials 4-35 

396 


INDEX 

PAGE 

Tees elements  of  sections 152,  153 

profiles,  weights  and  dimensions 70-77 

safe  load  tables 205 

Terra  Cotta  Arches  ....  see  Arches 

Terra  Cotta  Material .  .  .  arches,  ceilings,  furring,  partition,  roofing 292 

Threads length 113 

standard  dimensions  of  screw  thread 112 

Thrust  in  Arches effect  in  floor  construction 286—288 

Tie  Rods length  and  weight 209 

resistance  to  thrust  in  floor  arches 286-288 

spacing 288 

Timber,  Structural ....  explanatory  notes 318 

beams,  deflections,  limiting  loads  and  spans, . .          321 

"        notes 320 

safe  load  tables 322-326 

coefficients  of  expansion 337 

columns,  safe  load  tables 328,  329 

"          unit  stresses 327 

specific  gravity  and  weight 330 

unit  stresses 319 

Triangle  Mesh concrete  reinforcement 299 

Trigonometric  Formulas  functions  of  angles  and  triangles 352,  353 

Trigonometric  Functions  natural 380-385 

Trough  Plates elements  of  sections 157 

profiles,  weights  and  dimensions 81 

riveted  sections,  elements  and  safe  loads 302 

Trusses explanatory  notes 307 

stresses  and  length  of  members 308-31 1 

weights  of  trusses 307 

Unit  Stresses see  Fiber  Stresses 

Universal  Mill  Plates. .  .  extreme  sizes -. .  83 

Upset  Screw  Ends square  and  round  bars 116,  117 

Vertical  Deflection see  Deflection,  Vertical 

Vertical  Shear explanation 179 

formulas  for  various  conditions  of  loading 171-175 

Volume  and  Surface  .  .  .  solids 358,  359 

Warehouses weight  of  stored  materials 332,  333 

Web  Resistances beams  and  channels 183-185 

Weights flat  rolled  steel,  tables 89-91 

rounds  and  squares 92,  93 

shapes 39-81,  94-109 

various  substances 330-333 

metric  and  U.  S.  equivalents .338-341 

building  specifications  of  various  cities 284 

roofs  and  trusses 305 

Wire  and  Sheet  Metal .  .  standard  gauges 386-388 

Wooden  Beams,  Columns  see  Timber,  Structural 320-329 


Weights  and  Measures. 
Wind  Loads,  Pressure. 


Zee  Bars.. 


elements  of  sections 154 

profiles,  weights  and  dimensions 78,  79 

safe  load  tables. .  ,  206 


397 


CARNEGIE    STEEL    COMPANY 


WORKS 

DUQUESNE  STEEL  WORKS  AND  FURNACES. .  .  .South  Duquesne,  Pa. 

EDGAR  THOMSON  STEEL  WORKS  AND  FURNACES Bessemer,  Pa. 

HOMESTEAD  STEEL  WORKS Munhall,  Pa, 

CARRIE  FURNACES Rankin,  Pa. 

EDITH  FURNACE Pittsburgh,  N.  S.,  Pa. 

ISABELLA  FURNACES Etna,  Pa. 

LUCY  FURNACES Pittsburgh,  Pa. 

NEVILLE  FURNACE Neville  Island,  Pa. 

CLARK  MILLS Pittsburgh,  Pa. 

McCuTCHEON  MILLS Pittsburgh,  N.  S.,  Pa. 

PAINTER  MILLS Pittsburgh,  S.  S.,  Pa. 

LOWER  UNION  MILLS Pittsburgh,  Pa. 

UPPER  UNION  MILLS .Pittsburgh,  Pa. 

HOWARD  AXLE  WORKS Homestead,  Pa. 

SCHOEN  STEEL  WHEEL  WORKS McKees  Rocks,  Pa. 

BELLAIRE  STEEL  WORKS  AND  FURNACES Bellaire,  O. 

CLAIRTON  STEEL  WORKS  AND  FURNACES Clairton,  Pa. 

COLUMBUS  STEEL  WORKS  AND  FURNACES Columbus,  O. 

MINGO  STEEL  WORKS  AND  FURNACES Mingo  Junction,  O. 

NEW  CASTLE  STEEL  WORKS  AND  FURNACES.  ...New  Castle,  Pa. 

OHIO  STEEL  WORKS  AND  FURNACES Youngstown,  O. 

SHARON  STEEL  WORKS  AND  FURNACE .Sharon,  Pa. 

FARRELL  STEEL  WORKS  AND  FURNACES Farrell,  Pa. 

GREENVILLE  MILLS Greenville,  Pa. 

MONESSEN  MILLS Monessen,  Pa. 

LOWER  UNION   MILLS Youngstown,  O. 

UPPER  UNION   MILLS Youngstown,  O. 

NILES  FURNACE Niles,  O. 

STEUBENVILLE  FURNACE Steubenville,  O. 

ZANESVILLE  FURNACE Zanesville,  O. 

PITTSBURGH  WAREHOUSE Pittsburgh,  Pa. 

BALTIMORE  WAREHOUSE Baltimore,  Md. 

CLEVELAND  WAREHOUSE Cleveland,  O. 

WAVERLY  WAREHOUSES Waverly,  N.  J. 

398 


CARNEGIE    STEEL    COMPANY 


PRODUCTS 

PIG  IRON  AND  FURNACE  PRODUCTS 

FERRO-MANGANESE  AND  SPIEGEL-EISEN 

OPEN  HEARTH  AND  BESSEMER  STEEL,  ALLOY  STEELS 

INGOTS,  BILLETS,  BLOOMS,  SLABS,  AND  SHEET  BARS 

ARMOR  AND  VAULT  PLATE 
PLATES  FOR  BRIDGES,  SHIPS,  TANKS,  BOILERS,  AND  CARS 

ROLLED  STRUCTURAL  SHAPES 

BEAMS,  CHANNELS,  ANGLES,  TEES,  AND  ZEES 

STEEL  MINE  TIMBERS  AND  STEEL  SHEET  PILING 

BAR  MILL  PRODUCTS 

CONCRETE  REINFORCEMENT  BARS,  AGRICULTURAL  SHAPES 
MISCELLANEOUS  AND  SPECIAL  SHAPES 

MERCHANT  BARS 

SQUARES,  ROUNDS,  HALF  ROUNDS,  HEXAGONS,  OVALS,  HALF  OVALS 
FLATS,  SKELP,  BANDS,  HOOPS,  COTTON  TIES 
HOOPS  FOR  SLACK  BARREL  COOPERAGE 
TIRE  AND  VEHICLE  SPRING  STEEL 

TRACK  MATERIAL 

RAILS  AND  SPLICE  BARS,  DUQUESNE  RAIL  JOINTS 
TRACK  ACCESSORIES 
STEEL  CROSS  TIES 

FORCINGS 

AXLES,  WHEELS,  GEAR  BLANKS 

CONNECTING  RODS,  CRANK  SHAFTS,  AND  ARCH  BARS 
OIL  DERRICKS  AND  DRILLING  RIGS 


CARNEGIE    STEEL    COMPANY 


OFFICES 

GENERAL  OFFICES: 

Pittsburgh,  Carnegie  Building. 

DISTRICT  OFFICES: 

Birmingham,  Brown-Marx  Building, 

Boston,  120  Franklin  Street, 

Buffalo,  Marine  National  Bank  Building, 

Chicago,  208  South  La  Salle  Street, 

Cincinnati,  Union  Trust  Building, 

Cleveland,  Rockefeller  Building, 

Denver,  First  National  Bank  Building, 

Detroit,  Ford  Building, 

New  Orleans,  Maison  Blanche, 

New  York,  Hudson  Terminal,  30  Church  Street, 

Philadelphia,  Pennsylvania  Building, 

Pittsburgh,  Carnegie  Building, 

St.  Louis,  Third  National  Bank  Building, 

St.  Paul,  Pioneer  Building. 

EXPORT  REPRESENTATIVES: 

UNITED  STATES  STEEL  PRODUCTS  CO., 

New  York,  Hudson  Terminal,  30  Church  Street. 

PACIFIC  COAST  REPRESENTATIVES: 

UNITED  STATES  STEEL  PRODUCTS  CO.,  PACIFIC  COAST  DEPT 

Los  Angeles,  Jackson  Street  and  Central  Avenue, 

Portland,  Selling  Building, 

San  Francisco,  Rialto  Building, 

Seattle,  4th  Ave.  South  and  Connecticut  Ave. 


400 


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